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OLD    YORK    LIBRARY  -  OLD   YORK  FOUNDATION 


AVI  KV  AK(  11111  (  II  KAl.  AND  l  lNI  ARTS  LlhKAKN 
(111  I  Ol  Si  ^ AlOl  K  I^.  1)1  KSI  OI  I)  YOKK  I.IMK  \KN 


Digitized  by  the  Internet  Archive 
in  2013 


http://archive.org/details/longislandsource01newy 


BOARD  OF  WATER  SUPPLY 

OF 

THE  CITY  OF  NEW  YORK 


LONG  ISLAND  SOURCES 

Reports,  Resolutions,  Authorizations,  Surveys  and 
Designs  Showing  Sources  and 
Manner  of  Obtaining 

From  Suffolk  County,  Long  Island 

AN  ADDITIONAL  SUPPLY  OF  WATER 

FOR 

THE  CITY  OF  NEW  YORK 


Volume  1 


New    York  City 
I9I2 


TABLE  OF  CONTENTS 

PAGE 


Reports,  resolutions,  authorizations,  surveys,  etc   1 

Report  of  Cliief  Engineer  recommending  Suffolk  County  sources   5 

Report  of  Chief  Engineer  on  surveys   7 

A — Topographical  surveys    8 

B — Ground-water  surveys    9 

C — Stream  gaging   9 

D — Test-borings    10 

Summary    10 

Report  of  Chief  Engineer  on  investigations   11 

Topographical  surveys   11 

Stream  gaging   12 

Test-boring    13 

Pipe  crossing  at  The  Narrows   14 

Miscellaneous  studies  and  office  work   14 

Report  of  Chief  Engineer  on  i^lan  for  obtaining  supply   17 

Xeed  for  immediately  beginning  work   20 

Source  of  supply  for  the  proposed  works   21 

Type  of  diversion  works  proposed   22 

Extent  of  work  proposed   22 

Future  branch  lines  to  interior  valleys   23 

Estimated  cost  of  works   24 

Concurrence  of  Consulting  Engineers   26 

Map,  plan  and  profile  forwarded  to  Board  of  Estimate  and  A])])orl ioninent.  27 

Report  of  Chief  Engineer  on  surveys,  studies  and  plans   30 

Yield  of  Queens  and  Nassau  County  supplies   34 

Consumption  of  water  in  the  Borough  of  Brooklyn   35 

T'rgency  of  the  need  for  relief  of  Brooklyn   35 

Supply  from  Suffolk  County  ground-water  sources   36 

Area  of  and  rainfall  on  Suffolk  County  watershed   36 

Population  on  Suffolk  Counly  watershed   37 

Method  of  collecting  the  ground-water   37 

Reservoirs  to  prevent  ingress  of  salt   37 

Provisions  to  maintain  supply  during  very  dry  jxTiods   37 

DeveIoi)ment  of  the  Peconic  Valley  waters   38 

Conservation  of  surfac-e  flood  flows   38 

Protection  of  Suffolk  County  interests   38 

Present  use  of  water   38 

Maintenance  of  surface  streams  and  ponds   38 

PJffect  on  agricultural  interests  :   39 

Effect  on  oyster  industry   39 

Resulting  direct  advantages   40 

Value  of  damages  due  to  lowering  the  ground-water   40 

Transportation  of  the  supply  to  New  York  City   41 

Order  of  construction  and  cost  of  Suffolk  County  works   41 

Resolutions  of  Board  of  Estimate  and  Apportionment   43 

Petition  to  the  State  Water  Supply  Commission   46 

Report  on  Water  Supply,  Long  Island  sources,  by  W.  E.  Si)ear   55 

Conclusions  in  brief   55 

Yield  of  present  Brooklyn  water  works   56 

Works  now  being  constructed   56 

Total  yield  of  readily  available  sources  in  western  Long  Island.  57 

Relief  from  new  sources  in   1912   57 

Suffolk  County  ground-water  sources   57 

Works  to  be  built  first   58 

Emergency  supply  from  Suffolk  coiiiity   59 

Cost  of  Suffolk  County  supply   59 

Aqueducts  of  full  cni)af  ity  for  dev('loi)in(  nt  of  250  M.  G.  D   60 


cox  TEXTS 


PACK 


Present  supply  of  Brooklyn  borough   60 

The  Ridgewood  system   61 

Area   of   watershed   61 

Present  yield  of  works   62 

Table  1 — Yield  of  collecting  works  of  Ridgewood  system   63 

Additional  supply  from  staticns  under  construction   65 

Total  additional  supply  from  Ridgewood  system   65 

Capacity  of  conduits   66 

Capacity  of  pumping-plants   68 

Other  Long  Island  sources  of  supplj'  for  Brooklyn  borough   70 

Opportunities  for  further  ground-water  development   72 

Origin  of  Long  Island  ground-waters   73 

Relation  of  consumption  to  supply  of  Brooklyn  borough   74 

Total  amount  of  supply   7-1 

Consumption    74 

Relation  of  consumption  and  supply   75 

Urgency  of  relief  for  Brooklyn  borough   76 

Supply  from  Suffolk  County  ground-water  sources   76 

Sources  in  Suffolk  county  to  be  developed  for  New  York  City   77 

Origin  of  Suffolk  County  ground-waters   77 

Quality  of   ground-waters   77 

Ground-waters  of  southern  Suffolk  county   78 

Ground-waters  of  the  Peconic  valley   78 

Amount  of  water  to  be  ai)propriated  from  Suffolk  County  sources.  .  .  79 

Area  of  ground- water  catchment   79 

Total  yield  of  these  sources   79 

Net  supply  to  be  nppi-opriated  for  New  York  City   80 

Method  of  collecting  ground  water   81 

Wells  and  pumping  system   81 

Collecting  works  in  southern  Suffolk  county   81 

Fresh-water  reservoirs  on  the  salt-water  estuaries   82 

Branch  lines  for  additional  storage   82 

Collecting  works  in  the  Peconic  valley   83 

Utilization  of  flood  flows  in  surface  streams   83 

Removal  of  iron   83 

Protection  of  Suffolk  C  ounty  interests   84 

Amount  of  Suffolk  County  water  being  utilized   84 

Local  water-supply    85 

Surface   streams    85 

Maintenance  of  surface  ponds   86 

Agricultural  interests    87 

Other  Suffolk  County  industries   88 

Advantages  to  Suffolk  county  in  the  proi)ose(l  works   89 

Transportation  of  supply  to  New  York  City   89 

Masonry   cut-and-cover   aqueducts   S9 

Capacity  of  proposed  aqueduits   90 

Construction  of  Suffolk  County  works   91 

First  works  to  be  built   91 

Emergency  supply  in  1910   92 

Cost  of  Suffolk  County  Sui)ply   93 

Comparison  with  other  estimates  and  other  works   9;> 

Summary  of  cost  of  Suffolk  County  works   !>  1 

Annual    expenditures    95 

Provisions  for  complete  developnu  iil  of  Suffolk  County  sources   96 

DoveIoi)m('nt  of   15(i  million  gallons  i)cr  day   97 

Temi)orary  (h  vi'h)|iiiients   

(  omi)ariscn  of  annual  charges  and  cost   of  water   9S 

Table  2— Comparison  of  costs  and  annual  charges  of  water....  !>!• 

Details  of   investigations    K'l 

Acknowledgments   

Appendix   1     Amount  of  groiiiid-waler  available   I'K; 

Itainfall   i>n    Loii'4    Ishind   1":'. 


CONTENTS  III 

PAGK 

Character  of  Suffolk  County  watersheds   104 

Surface  geology    104 

Table  3 — Summary  of   precipitation  records,   Long  Island  and 

vicinity    105 

Character  of  surface  soils  and  vegetation   106 

Run-off  from  watersheds   107 

Limits  of  catchment  area   107 

Surface  drainage  area   107 

Ground-water  catchment    108 

Area  of  ground-water  catchment   109 

Yield  of  Suffolk  County  watersheds   110 

Visible  yield  of  water  sheds   110 

Surface  run-off  in  1907   Ill 

Large  supply  from  surface  streams  impracticable   Ill 

Volume  of  deep  underflow   112 

Table  4 — Gaging  stations  on  Suffolk  County  streams,  1907....  112 

Table  5— Surface  run-off  of  Suffolk  County  watersheds   113 

Estimate    of    Suffolk    County    yield    on    basis    of  Ridgewood 

system    114 

Table  6 — Yield  of  the  Ridgewood  system  in  Queens  and  Nas- 
sau counties,  from  1897  to  1907   114 

Comparison  with  watersheds  of  surface  supplies..   119 

Comparison  with  other  ground-water  catchment  areas   120 

Munich    121 

Amsterdam    122 

The  Hague    123 

Tilburg    123 

r3russels    124 

Table  7 — Comparison  of  yields  of   Long   Island  and  European 

ground-water  works    3  25 

Storage  requirements   for  development  of  800.000  gallons   per  day 

per  square  mile    126 

Storage  requirements  for  surface-water  supplies   126 

I'niformity  of  run-off  in  southern  Suffolk  county   127 

Probable  storage  requirements  in  Suffolk  county.  .    128 

Conclusions  on  unit  yield   128 

Yield  of  Suffolk  County  watersheds   129 

Gross  yield    129 

Water  to  be  approi)riatf(i  by  New  York  City   129 

Appendix  2 — Location  of  proi)ose(l  works   134 

Quality  of  Suflolk  County  waters   134 

Physical  txamination    134 

Table  8 — Analyses  of  ground-waters  of  SulTolk  County  water- 
sheds   135 

Chemical  examination    136 

bacterial  and  microscopic  examinations   137 

Xormal  ground-waters    137 

Supi)]ies  of  local  water-works   137 

Waters  from  small  domestic  wells   138 

Waters  from  off-shore  islands  and  beaches   138 

Surface-waters    138 

Table  9 — Analyses  of  Suffolk  County  surface-waters   139 

Waters  of  the  Ridgewood  supply   140 

(oniparison  with  Suffolk  County  waters   141 

Comparison  with  other  supplies   141 

Table  10 — Analyses  of  waters  of  the  Ridgewood  supply   142 

Table  11 — Comparison    of    Ridgewood    supply    with    waters  of 

large  cities    143 

Inflow  of  sea-water   144 

Chlorine  in  Ridgewood  supply   144 

Old   Shetucket  driven-well  station   145 

Other  stations  of  the  Ridgewood  system   147 

Location  of  ground-water  works  of  Ridgewood  system   148 


IV 


cox  TEXTS 


PAGE 

Equilibrium  between  fresh  and  salt  water.   149 

Studies  in  Holland  and  Belgium   150 

Investigations  of  the  Amsterdam  dune  supply   151 

Long  Island  relations   152 

Minimum  fresh-water  head   155 

Location  of  Amsterdam  works   157 

Pollution  from  local  population   157 

Iron  and  manganese  in  Long  Island  waters   159 

Amount  of  iron  in  Long  Island  waters   159 

Occurrence  of  manganese   161 

The  Bayshore  supply   161 

Annoyance  to  Suffolk  county  residents   162 

Conclusions  on  location  of  collecting  works   163 

Appendix  8- — General  plan  for  Suffolk  County  collecting  works   167 

"Water  bearing  strata   168 

Yellow  gravels    168 

Gray  gravels    170 

Table  12 — Mechanical  analyses  and  classification  of  wells   171 

Fallacy  of  Connecticut  origin  of  Long  Island  ground-waters.  .  .  .  ISO 

Collection  of  ground-water  in  yellow  gravels   180 

Well  system    181 

Depth   of   wells   181 

Grouping  of  wells   186 

Type  of  wells   187 

European  well  practice   187 

Table  13 — Types  of  wells  in  European  ground-water  plants.  .  .  .  188 

American  well  practice    195 

California  stovepipe  wells   198 

Wells  with  artificial  gravel  filter   200 

Clogging  of  wells   200 

Infiltration  galleries    203 

Conditions  favorable  for  galleries   20-4 

American  practice  regarding  infiltration  galleries   206 

European  practice    208 

Study  of  gallery  for  Long  Island  conditions   215 

Relative  cost  and  economy  of  operation  of  wells  and  infiltration 

galleries    215 

Costs  of  infiltration  galleries   215 

Cost  of  stovepipe  wells   216 

Economy  in  first  cost  of  constructing  a  well  system   216 

Cost  of  operation  of  wells  and  galleries   217 

Time  required  for  construction  of  wells  and  galleries   217 

Table  14 — Relative  cost  of  a  supply  from  wells  and  galleries..  218 

Comparative  merits  of  wells  and  infiltration  galleries   219 

Advantages  of  a  sy.-tem  of  wells   219 

Advantages  of  an  infiltration  gallery   219 

Conclusions    220 

Well  system  with  gravity  flow  to  aqueduct   220 

Conditions  in  southern   Sulfolk  county   220 

Land   for  collecting  works   221 

Width  of  right-of-way   221 

Subsurface  pollution    221 

Relation  of  wells  to  aqueduc  t   222 

Improvement  of  right-of-way   222 

Outline  of  collecting  works   223 

Method  of  collection   223 

Type   of   wells   223 

Pumping  system    223 

Table   15 — Geological   classilication   of   test-wells   and  stovei^pe 

wells    224 

Appendix  4  —  Develoimunt  of  water  for  Ifrooklyii  siipi'ly   257 

History  of  Brooklyn  works   2;)7 

The  Ridgewood  system   257 


COXTEXTS  V 

PAGE 

Other  water-works   261 

Table  16 — Sources  of  water-supply  for  Borough  of  Brooklyn.  .  .  262 

Description  of  Ridgewood  system   263 

Character  of  watershed   263 

Collecting  works    264 

Surface  supply    264 

Ground-water  supply    268 

Well  systems    268 

Open  wells    268 

Driven  v/ells    269 

Comparative  merits  of  several  types  of  VN-ells   273 

Table  17 — Driven-well  systems    274 

Cost  of  wells   276 

Table  18 — Bids  for  sinking  wells,  received  by  Dept.  of  Y\'ater 

Supply  in  1906  and  1907   278 

Cost  of  water  from  driven-well  stations   282 

Infiltration  galleries    283 

Yield  of  galleries   28.5 

Cost  of  infiltration  galleries   285 

Cost  of  water  from  galleries   287 

Influence  of  collecting  works  on  underground  and  surface-water 

levels    288 

Amount  of  ground- water  storage   288 

Transportation  works    290 

Conduits   •.   290 

Pumping-stations    291 

Millburn   pumping-station    292 

Ridgewood  pumping-station    292 

Mt.  Prospect  pumping-station   295 

Distribution  system    296 

Reservoirs   296 

Distributing  mains    296 

Other  Brooklyn  works   297 

Yield  of  Ridgewood  system  and  quality  of  supply   298 

Cost  of  the  Ridgewood  system   298 

Construction    298 

Table  19 — Equipment   of   pumping-stations   299 

Annual  charges    300 

Table  20 — Cost  of  construction,   annual   charges  and   cost  per 

million  gallons    300 

Table  21 — Cost   of   water   per   million   gallons   from  IJrooklyn 

system  in  1906   300 

Table  22 — Cost   of   water   per   million    gallons    from  Brooklyn 

system,  1901  to  1906   301 

Appendix  5 — Design  of  well  system   307 

Experiments  on  stovepipe  wells   307 

Description  of  wells  and  driving  rig   307 

Equipment  for  pumping  experiments   308 

Table  2.3 — Character  of  strata  and  depth  of  iierforations  in  wells 

at  Babylon    309 

Description  of  pumping  experiments   310 

Table  24 — Pumjjing  experiments  on  Stovepipe  Wells  1,  2  and  3.  310 

Relative  pressure  in  ground-water  at  various  depths   311 

Discussion  of  results   314 

Spacing  of  wells   314 

Size  of  wells  and  length  of  screen  section   315 

Depth   of   wells   318 

Extent  of  influence  of  pumping   318 

Storage  in  yellow  gravels   319 

Proposed  well  system   320 

Table  25 — Preliminary  layout  of  well  system   321 


VI 


cox  TEXTS 


PAGE 


Appendix  G — Pumping  system  for  collecting  works   329 

System  of  electrically  driven  pumps   329 

Types  of  pumps   330 

The  P.  K.  Wood  propeller  pump   330 

Byron  Jackson  deep  well  pump   330 

Turbine  pump    331 

Plunger  pump    331 

Pump  efficiency    333 

Estimates  on  electrical  pumping  system   333 

Table  26 — Output  of  electric  substations   335 

Central  power-station    336 

Transmission  line    338 

Distribution   system    338 

Well  equipment    340 

Telephone  system    340 

Total    cost    340 

Cost  of  power   340 

Cost  of  labor   341 

Cost  of  coal   341 

Maintenance  and  supply   342 

Extraordinary  repairs  and  depreciation   342 

Taxes    342 

Total  cost  of  operation   343 

Basis  of  estimates  of  cost   343 

Cost  of  transmission  line   343 

Cost  of  distribution  line   344 

Engineering  and  contingencies   344 

Air-lift  system    344 

Compressor  stations    344 

Table  27 — Cost  of  operation   345 

Power  transmission    346 

Table  28 — Air-lift  equipment    348 

Pumping  units   349 

Cost  of  pumping  system   349 

Cost  of  operating  works   351 

Basis  of  estimates   351 

Efficiency  of  air-lift   352 

Comparison  between  the  electrical  i)umping  and  air-lift  systems....  354 

Appendix  7 — Utilization  of  flood  flows  of  surface  streams   360 

Amount  of  surface  waste   3()1 

Purification  of  surface-waters   362 

Ground-water  plants  near  surface  streams   362 

Artificial  ground-water    363 

Proposed  infiltration  basins   3()4 

Location  of  infiltration  basins   364 

Outline  of  design  for  infiltration  basins   3(>6 

Cai)acity  of  infiltration  basins   36() 

Clinton  ex|)erinu'nts    367 

(  ost  of  infiltration  basins   3()9 

Appendix  8 — Removal  of  iron  from  SulTolk  County  ground-water   370 

Iron  in  the  Ridgewood  sui)ply   370 

Iron  removal  plants  in  SutTolk  county   371 

(ierman  iron  removal  plants   .'!71 

Table  29 — The  removal  of  iron  from  ground- wa icr  sM|>i)lies   :'.73 

Ai)pcndi.x     — Frrsh-watcr  reservoirs  on   salt-water  csluaries   .37S 

Limiting  distance  to  salt   water   37S 

Higlil   of   proi)os(>d   reservoirs   37!) 

Location   of   reservoirs   3S0 

Design  of  projjosed  dam   .'{SO 

Maintenance  of  dams  and  reservoirs   380 

(^ost  of  reservoirs   381 

Basis  of  cslinialfs   ■3S1 


CONTEXTS  VII 

PAGE 

Appendix  10 — Proposed  design  of  transportation  works   383 

Aqueducts    383 

Location  of  aqueduct   383 

Siphons    385 

Capacity  of  aqueduct   385 

Excess  capacity  of  aqueducts   386 

Size  and  grades  of  aqueducts   387 

Profiles  of  aqueducts   388 

Grade  of  aqueduct  in  Suffolk  county   400 

Grade  of  aqueduct  in  Nassau  and  Queens  counties   401 

Alternative  location  of  aqueduct  in  Nassau  county   402 

Cost  of  aqueduct  construction   403 

Connections  with  Ridgewood  system   404 

Special  structures    404 

Gate-house  and  appurtenances   405 

Culverts    406 

Manholes    406 

Railroad  crossings    407 

Aqueduct  right-of-way    407 

Width  of  taking   407 

Improvement  of  right-of-way  in  Nassau  county   407 

Proposed   pumping-stations    416 

Ridgewood  pumping-station    416 

Type  of  machinery  for  station  equipment   416 

Station  buildings    417 

Progressive  equipment  of  station   417 

Estimated  cost  of  station   418 

Cost  of  operating  plant   419 

Table  30 — Data  on  direct-acting  engines   420 

Table  31 — Data    on    high    duty    crank    and    flywheel  engines. 

Low  station  duty   421 

Table  32 — Data    on    high    duty    crank    and    fly  wheel  engines. 

High    station    duty   422 

Alternative  site  for  station  at  Fresh  creek   424 

Table  33 — Cost  of  pumping  in  various  cities   425 

Riverhead  pumping-station    429 

Appendix  11 — Cost  of  supply  from  the  proposed  Suffolk  County  works..  435 

Cost  of  works  for  250  million  gallons  per  day   435 

Cost  of  water  from  these  works   436 

Table  34 — Estimates  of  cost  of  Suffolk  County  works  and  annual 

expenditures    437 

Basis  of  estimates   443 

Interest    443 

Sinking  fund    443 

Taxes    443 

Extraordinary  repairs  and  depreciation   443 

Operation  and  maintenance   445 

Cost  of  works  for  150  million  gallons  per  day   446 

Extent  of  works   446 

Cost  of  water  from  these  works   447 

Temporary  works  in  Suffolk  county   447 

Table  35 — Estimates  of  cost  of  works  and  annual  expenditures.  448 

Project  for  supply  of  50  million  gallons  daily   452 

Project  for  sui)ply  of  100  million  gallons  daily   452 

Table  36— Estimates  of  cost  and  annual  expenditures  for  su])- 

ply  of  50  M.  0.  D   453 

Table  37 — Estimates  of  cost  and  annual  exiiendilures  for  supply 

of  100  M.  G.  D   454 

Appendix  12 — Effect  of  diversion  of  ground-water  upon  Oyster  industry.  455 

Introduction   455 

The  oyster    457 

The  shell    457 

The  organism    458 


yiii 


COXTllXTS 


PAGE 

Conditions  affecting  growth   458 

Commercial  aspects    460 

Quality  of  the  oyster  sold  to  the  New  York  market   4G0 

Great  South  bay   461 

General  description    461 

Tides  and  currents   465 

Table  38 — Results  of  current  observations  in  the  Great  South 

bay   473 

Temperature    474 

Salinity  of  the  water.    Observations  in  1907   474 

Salinity  of  the  water.     Observations  in  1908   479 

Comparison  of  salinity  determinations  in  1907  and  1908   479 

Salinity  of  the  water  over  the  oyster  beds   486 

Effect  of  the  diversion  of  ground-water  on  the  salinity  of  the  bay  490 

Microscopic  organisms.     Observations  of  1907   490 

Microscopic  organisms.     Observations  of  1908   494 

Distribution  of  diatoms   494 

Laboratory  experiments  on  the  growth  of  diatoms   503 

Chemical  condition  of  the  water   505 

Physical  condition  of  the  watc:r  of  Great  South  bay   506 

Quality  of  the  water  in  the  inflowing  streants.  Observations 

of  1907    506 

Quality  of  the  water  in  the  inflowing  stream.s.  Observations 

of  1908    508 

Table  39 — Analyses  of  samples  from  streams  tributary  to  the 

Great  South  bay   508 

Quality  of  the  oysters  in  the  Great  South  bay   509 

Natural  advantages  of  the  Great  South  bay  as  an  oyster  ground  509 
Table  40 — Results  of  analyses  of  samples  of  water  from  various 

streams  discharging  into  Great  South  bay   510 

Table  41 — Results  of  analyses  of  samples  of  water  from  certain 

inlets  and  basins  of  Great  South  bay   511 

Table  42 — Results  of  analyses  of  samples  of  water  (oUected  at 

various  places  in  the  Great  South  bay   512 

Natural  changes  that  may  take  place  in  the  bay   513 

Moriches  bay   514 

Shinnecock  bay    516 

Jamaica  bay    518 

Appendix  13 — Agrictiliural  interests  of  Suffolk  counly   520 

Character  and  distribution  of  Long  Island  soils   521 

Moraine  soils    521 

Plains  soils    522 

Marsh  soils    523 

Comi)arison    of    soils    in    Suflolk,    Xassaii.    Queens    ami  Kiims 

coiiiitics    523 

Physics  of  Long  Island  soils   524 

Depth  of  soil   524 

Texture  of  soils   525 

Table  43 — Texture  of  Long  Island  soils   526 

Movements  of  soil  moisture   532 

Percolation  under  influence  of  gravity   532 

Movement  of  soil  moisture  by  capillarity   533 

Interior  evaporation   •">'^-'^ 

Maximum  capillary  rise  of  wait  r  in   Loiii;  Island  soils   535 

(  onservation  of  soil  moisture   541 

Extent  of  Suffolk  County  agricultural  interests   515 

l':tTc(  I  of  o|)('ration  of  works  on  well  supply   54(> 

l':i')cct  of  i)roi)osed  works  on  soil  moisture   547 

Aliliciidix   11     Local  uses  of  water  in  Suffolk  »ounly   550 

Public  water-supplies    •''•>1 

Descri|)lion  of  water-works   •>51 

Ainityvillc    ■'>!'>1 

Uabylon    •^'•'>2 


cox  TEXTS  IX 

PAGE 

Bayshore    553 

Patchogue    554 

Quogue    555 

Riverhead    556 

Substituticn  of  local  supplies  by  water  from  the  proposed  aque- 
duct   557 

Probable  future  consumption  of  Suffolk  county   557 

Water  for  manufacturing  purposes   558 

Water-power    561 

Babylon  whip  factory  and  sawmill   561 

Doxsee  s  mill,  Islip   561 

Hawkins  Lake  paper-mill,  Islip   561 

Paper-mill  at  Canaan  lake,  Patchogue   562 

Swezey  s  mill,  East  Patchogue   562 

Sawmill  on  Mud  creek,  East  Patchogue   562 

Grist-mill  and  sawmill  at  South  Haven   562 

Saw  and  grist-mill  at  Yaphank   562 

Saw  and  grist-mill  at  Speonk   562 

Table  44 — Suffolk  County  water-powers   562 

Tower  grist-mill,   Riverhead   563 

Hallet  Brothers'  grist-mill,  Riverhead   563 

Riverhead  Electric  Light  Company   563 

Appendix  15 — Maintenance  of  surface  ponds   565 

Experiments  at  Massapequa   566 

Table  45 — Seepage  from  Massapequa  stream  and  lake   568 

Possible  seepage  from  Suffolk  County  ponds   569 

Maintenance  of  ponds   569 

Table  46 — Areas,  elevations  and  distances  of  Suffolk  County  ponds. .  570 

Appendix  16 — Legal  decisions  and  amount  of  awards   572 

Diversion  of  surface-water   572 

Diversion  of  subterranean  wate.-s   572 

Actions  against  The  City  of  New  York  for  damages  to  lands.  .  .  .  573 

Other  decisions   576 

Actions  due  to  operation  of  Ridgewood  sy.stem   577 

Amount  of  claims   577 

Amount  of  damages  awarded   578 

Table  -17 — Actions  brought  against  The  City  of  New  York  and 

Brooklyn    579 

Location  of  cases   581 

Probable  damages  from  diversion  of  Suffolk  County  ground-water.  .  .  581 

Api)endix  17 — Rei)ort  on  preliminary  surveys   585 

Trianguiation    585 

Suffolk  county   585 

Nassau  and  Queens  counties   586 

Levels    586 

Suffolk  county   587 

Nassau   and   Queens   counties   588 

Topographical  surveys    588 

Mapi)in?  of  surveys   588 

Summary  oT  work   589 

Appendix  A — Trianguiation  work   590 

Method  of  measuring  base-lines   591 

Babylon  division    591 

Patchogue  division    592 

Moriches  division    592 

Standardizing  of  tapes   593 

Method  of  turning  primary  angles   593 

Calculation  of  trianguiation   594 

Closures  between  the  different  divisions   595 

Secondary  trianguiation    597 

Azimuth  stakes   597 

Summary    597 


X 


cox  TEXTS 


PAGE 


Triangulation  work  in  Nassau  county   598 

Triangulation  work  in  Queens  county   598 

Table  48 — Primary  triangulation  stations   601 

Table  49 — Secondary  triangulation  stations   603 

Table  50 — Primary  triangulation  stations   607 

Table  51 — Secondary  triangulation  stations   609 

Table  52 — Primary  triangulation  stations,  Azimuth  stakes   628 

Table  53 — Secondary  triangulation  stations,  Azimuth  stakes....  630 

Table  54 — Primary  triangulation  stations,  Patchogue  section..  632 

Table  55 — Secondary  triangulation  stations,  Patchogue  section..  633 

Table  56 — Azimuth  stakes,  Patchogue  section   634 

Table  57 — Azimuth  stakes,  Eastport  section   635 

Table  58 — Azimuth  stakes,  Jamaica  section   639 

Conditions    of    coast    survey    stations    investigated    in  Suffolk 

county    643 

Conditions  of  coast  survey  stations  investigated  in  Nassau  county  644 

Appendix  B — Secondary  levels   645 

Primary  bench  levels   645 

Secondary  levels   645 

Table  59 — Secondary  levels    647 

Table  60 — Primary  circuit  levels   649 

Table  61 — Primary  bench-marks,   Babylon  and  Patchogue  sec- 
tions   658 

Table  62 — Secondary  bench-marks,  Babylon  section   659 

Table  63 — Secondary  bench-marks,  Patchogue  section   668 

Table  64 — Secondary  bench-marks,  Eastport  section   683 

Appendix  C — Topographical  surveys   695 

Organization    695 

Methods  of  work   695 

Suffolk  County  surveys  .-   698 

Table  65 — Tabular  statement  of  error  in  closure  of  stadia 

traverses,  Suffolk  county   700 

Stadia  surveys  in  Nassau  county   705 

Stadia  surveys  in  Queens  county   706 


ILLUSTRATIONS 

PAGE 


Map  and  profile  showing  manner  of  obtaining  from  Suffolk  county  an 

additional  supply  of  water  for  The  City  of  New  York — Sheet  4   26 

Brooklyn  water  supply — Collecting  works  of  the  Ridgewood  system  and 

other  municipal  and  private  supplies — Sheet  1   60 

Brooklyn  water  supply — Ridgewood  system — Sheet  2   68 

Brooklyn  water  supply — Urgency  of  additional  supply  from  new  sources 

—Sheet  3    76 

Rainfall  on  Suffolk  County  watersheds— Sheet  5   104 

Configuration  of  saturated  sands  and  gravels  and  surface  topography  in 

Suffolk   county— Sheet   6   108 

Weir  station   on   Santapogue  creek,   on   Montauk  division,   Long  Island 

railroad,  about  y,  mile  west  of  Babylon — Plate  1   112 

Weir   station   on   Carrl's  river,   West  branch,   about    11.    mile   north  of 

Babylon — Plate  2   112 

Weir  station  on  Carrl's  river,  East  branch,  about  1{,  mile  north  of  Baby- 
lon—Plate 3    112 

Weir  station  on  Sampawam's  creek,  on  Montauk  division.  Long  Island 

railroad,  between  Babylon  and  Islip — Plate  4   112 

Weir  station  on  Penataquit  river,  on  Montauk  division.  Long  Island  rail- 
road, Bayshore — Plate  5   112 

Weir  on  Orowoc  creek,  Montauk  division.  Long  Island  railroad,  Islip  :  dial 

gage  shown  as  used  on  two  weir  stations — Plate  6   112 

Recording  weir  station  on  Doxsee  creek,  y,  mile  west  of  Islip,  showing 

fine  rule  scale  for  obtaining  head  of  water  on  crest — Plate  7   112 

Weir  station  on  Champlin  creek,  on  Montauk  division.  Long  Island  rail- 
road, Vj  mile  east  of  Islip — Plate  8   112 

Weir  station  on  Forge  river.  South  Country  road,  Moriches — Plate  9....  112 
Weir    station    on    Seatuck    creek,    at    South    Country    road,    Eastport — 

Plate  10    112 

Recording  gage  at  weir  station  on  Seatuck  creek.    This  type  of  platform 

gage  was  used  at  many  of  the  stations — Plate  11   112 

Brooklyn  water  supply — Yield  of  Ridgewood  system  from  1897  to  1907 

— Sheet  7    130 

Hydrographs  of  Suffolk  County  streams  in  1907 — Sheet  8   131 

Hydrographs  of  Suffolk  County  streams  in  1907 — Sheet  9   132 

Hydrographs  of  Suffolk  County  streams  in  1907 — Sheet  10   133 

Salinity  of  Ridgewood  supply  1895  to  1907 — Sheet  11   144 

Salinity   of   ground-water   pumped   at   Shetucket   driven-well    station — • 

Sheet  12    146 

Brooklyn  water  supply — Water  levels  and  chlorine — Driven-well  stations, 

Ridgewood  system — Sheet  13   148 

Ideal  section  of  North  Holland  dunes  showing  equilibrium  between  fresh 

and  salt  water  in  homogeneous  porous  strata — Sheet  14   150 

Relation   of   salt    ;ind    fresh   ground-water  on   the  coast  of  Belgium — ■ 

Sheet  15    150 

Amsterdam   water-works — Investigation   of   dune   sources   near  Haarlem 

and  Zandvoort — Sheet  16   152 

Danger  from  inflow  of  salt  water  in  lowering  of  ground-wat(>r  by  i)ro))Osed 

Suffolk  County  works — Sheet  17   153 

Safe  hight  of  ground-water  at  collecting  works  to  i)rovent  entrance  of 

salt  water — Sheet  18   156 

Distribution  of  iron  in  ground-water — Sheet  19   160 

Advantages  of  proposed   location   of  collecting  works  in   freedom  from 

serious  annoyance  to  Suffolk  County  residents — Sheet  20   164 

Brooklyn    water    supply — Ground-water    level    and    chlorine    content  at 

driven-well    stations   affected   by   salt   water — Ridgewood   system — 

Sheet  21    166 


A7/  ILLiSTRATIOXS 

PAGE 

Typical  sproulland  between  Lindenhurst  and  Babylon — Plate  12   166 

Typical  scrub  oak  and  pine  barrens  between  Islip  and  Oakdale — Plate  13.  166 
Probable  geological  cross-section  of  Long  Island  from  near  Babylon  to 

Xorthport  and  the  Connecticut  shore — Sheet  22   168 

Geological  section  of  southern  Long  Island  on  line  of  proposed  SutYolk 
County  aqueduct  from  Ridgewood.  Brooklyn,  to  Quogue  in  Suffolk 

county — Sheet  23   168 

Merrick  driven-well  station  of  the  Brooklyn  water-works — Effect  of  pump- 
age  on  ground-water  in  1902 — Sheet  24   182 

Agawam    driven-well    station   of   the   Brooklyn    water-works — Effect  of 

pumpage  on  ground-water  in  1902 — Sheet  25   183 

Loss  of  ground-water  flow  through  moderate  pumping  of  shallow  wells 

—  Sheet  26    185 

Lowering  of  ground-water — Continuous  line  wells  vs.  groups  of  wells — 

Sheet  27    186 

Detail  of  wells  at  Tegelersee.  Berlin — Sheet  28   189 

Wells  at  Wannsee,  Charlottenburg — Sheet  29   190 

Wells  at  Naunhof,  Leipsic — Sheet  30   191 

Wells  at  Ursprung.  Nuremberg — Sheet  31   192 

W^ells  at  Erlenstegen,  Nuremberg — Sheet  32   193 

Wells  at  Tolkewilz,  Dresden — Sheet  33   194 

Dollard  or  tile  well  as  originally  made — Sheet  34   196 

The  Maury  well  of  the  Garden  City  water-works — Sheet  35   197 

Stovepipe  well,  24-inch,  proposed  for  Suffolk  County  collecting  works — 

Sheet  36    199 

Suffolk  County  collecting  works — Study  of  well — Sheet  37   201 

Infiltration  galleries— Muhlthal  works  of  Munich — Sheet  38   205 

Infiltration  gallery  at  Los  Angeles,  Cal. — Sheet  39   207 

Infiltration  galleries — Dresden  and  Hanover — Sheet  40   209 

Infiltration  galleries — Munich — Sheet  41   210 

Gallery  at  Brussels — Foret  de  Soignes — Sheet  42   211 

Infiltration  galleries — Serino  works  of  Naples  near  Avellino — Sheet  43.  .  212 
Design   for   an   infiltration    gallery — Profile   and    sections   of   gallery — 

Sheet  44    213 

Design   for  an  infiltration  gallery — Pumping-station   for  2-mile  section 

of   gallery — Sheet   45   214 

Test-borings  in  southern  Queens  and  Nassau  counties — Ridgewood  pump- 
ing-station  to   Suffolk   county — Showing   water   bearing   sands  and 
gravels  on  line  of  collecting  works  of  Ridgewood  system — Sheet  46.  .  256 
Test-borings   in   western   Suffolk  county — Oak   island,   near   Babylon  to 
Northport — Showing  water  bearing  sands  and  gravels  on  transverse 

section  of  Long  Island — Sheet  47   256 

Test-borings  in  southern  Suffolk  county — Nassau  county  to  East  Patchogue 
— Showing  water  bearing  sands  and  gravels  on  line  of  proposed  col- 
lecting works — Sheet  48    256 

Test-borings  in  southern  Suffolk  county — East  Patchogue  to  Quogue — 
Showing  water  bearing  sands  and  gravels  on  line  of  proposed  col- 
lecting works — Sheet  49   256 

Brooklyn  water  supply — Reduction  in  waste  from  easterly  supply  ponds 

by  repairing  the  Millburn  reservoir — Sheet  5()   268 

Wells  of   Ridgewood   system — Sheet   51   :503 

Brooklyn  water  supply — Infiltration  gallery — Sheet  52   304 

Brooklyn  water  supply — Wantagh  Infiltration  gjillery     EITeii  of  pumping 

on   ground-water   level — Sheet   53   304 

Brooklyn  water  supply — Ground-wat<'r  level  in  vicinity  of  Wantagh  infil- 
tration  galU'ry — Sheet   51   3(il 

Brooklyn   water  suiiply^Daily   yiclil   of   Waiiiagli    inliltraiioii  gallery 

Sheet    55    ^05 

Brooklyn    water   supply — Relation    between    pumping   and    ground- water 

level  at  driven-well  stations — Sluct  5t;   306 

Brooklyn  water  supply — Water  profiles-  Wantagh  inii  it  rat  ion  gallery  and 

Clear  Stream  (lriv<'n-w«'ll  stat Ion  — Sheet  57    306 


ILLUSTRA  TIOXS 


XIII 


PAGE 


Stovepipe  well  rig  at  Well  2,  West  Islip — Plate  14   308 

General  view  of  boiler  and  compressor  house,  showing  Well  1  and  flume 

from  Wells  2  and  3 — Plate  15   310 

Well  3,  looking  westerly  along  flume  toward  boiler-house — Plate  16   310 

Well  3,  looking  easterly,  showing  measuring  weir  and  instrument  house 

— Plate  17    310 

Well  2,  looking  westerly  along  flume,  showing  casing,  air-lift  equipment 

and  measuring  box — Plate  18   310 

Pumping  of  stovepipe  well — Experiment   7,   Well   1 — Relative  ground- 
water pressures  at  various  depths  64  feet  north  of  well — Sheet  58.  .  312 
Pumping  of  stovepipe  wells— Experiment  7,  Well  1— Lowering  of  ground- 
water in  vicinity  of  well — Sheet  59   313 

Loss  of  head  in  wall  of  stovepipe  wells  during  experiments  at  the  Babylon 

experiment  station^ — Sheet  60   316 

Pumping  of  stovepipe  wells — Experiment  4,  Wells  1  and  2 — Sheet  61 .  .  .  322 

Pumping  of  stovepipe  wells — Experiment  5,  Well  3 — Sheet  62   322 

Pumping  of  stovepipe  wells — Experiment  6,  Wells  1,  2  and  3 — Sheet  63 .  .  322 

Pumping  of  stovepipe  wells  at  experiment  station.  West  Islip — Sheet  64.  .  323 

Pumping  of  stovepipe  wells — Experiment  4,  Wells  1  and  2 — Sheet  65 .  .  .  324 

Pumping  of  stovepipe  wells — Experiment  4,  Wells  1  and  2 — Sheet  66.  .  .  .  325 

Pumping  of  stovepipe  wells — Experiment  5,  Well  3 — Sheet  67   326 

Pumping  of  stovepipe  wells — Experiment  6,  Wells  1,  2  and  3 — Sheet  68.  .  327 

Pumping  of  stovepipe  wells — Experiment  6,  Wells  1,  2  and  3 — Sheet  69.  .  328 

Deep  well  turbine  pump  for  16-inch  casing — Sheet  70   332 

Electrical  pumping  system — Location  of  substations — Sheet  71   334 

Air-lift  pumping  system — Location  of  compressor  stations — Sheet  72.  .  .  .  347 
Air-lift  system  for  pumping  Suffolk  County  wells — Study  of  well  head, 

manhole  and  connections — Sheet  73   350 

Air-lift  system — Relation  of  lift  and  free  air — Sheet  74   353 

Proposed  electrical  pumping  system — Power-house — Sheet  75   355 

Proposed  electrical  pump  system — Machine-shop — Sheet  76   356 

Proposed  electrical  pump  system — Substation — Sheet  77   357 

Proposed  electrical  pumping  system — Diagram  of  circuits — Sheet  78....  358 
Proposed  electrical  pumping  system — Underground  pump-house.  Type  B 

—  Sheet  79    359 

Artificial  ground-water  supply  in  Sweden — Sheet  80   365 

Grouping  of  aerators — Berlin,  Tegelersee  works — Sheet  81   374 

Details  of  aerators — Berlin,  Tegelersee  works — Sheet  82   375 

Details  of  aerators — Charlottenburg,  Wannsee  works — Sheet  83   376 

Filters  of  iron  removal  plant,  Leipsic — Sheet  84   377 

Studies  of  dams  on  salt-water  estuaries  to  exclude  sea-water  from  pro- 
posed ground-water  works — Sheet  85   382 

Proposed   Suffolk  County  aqueduct — Profile  from  Ridgewood   to  Nassau 

County  line — Sheet  86   389 

Proposed  Suffolk  County  aqueduct— Profile  from  New  York  City  line  to 
Suffolk  County  line — Northerly  location  from  Rosedalc  to  Millburn 

— Sheet  87    390 

Proposed  Suffolk  County  aqueduct — Profile  from  New  York  City  line  to 
Suffolk  County  line — Alternative  (southerly)  location  from  City  line 

to  Millburn — Sheet  88   391 

Proposed  Suffolk  County  aqueduct — Profile  from  Nassau  County  line  to 

Oakdale — Sheet  89    392 

Proposed  Suffolk  County  aqueduct — Profile  from   Oakdale  to  Bellport — 

Sheet  90    393 

Proposed  Suffolk  County  aqueduct — Profile  from  Bellport  to  East  Moriches 

— Sheet  91    394 

Proposed  Suffolk  County  aqueduct — Profile  from  East  Moriches  to  Quogue 

— Sheet  92    395 

Proposed  Suffolk  County  aqueduct — Profile  of  Peconic  aqueduct — Sheet  93  396 
Proposed    Suffolk    County    aqueduct — Profile    of    Melville    aqueduct — 

Sheet  94    397 

Proposed    Suffolk    County    aqueduct — Profile   of    Connetquot    aqueduct — 

Sheet  95   398 


A7F 


ILLUSTRATIOXS 


PAc;: 


Proposed    Suffolk    County    aqueduct — Profile    of    Carman"s    aqueduti — 

Sheet  96    399 

Suffolk  County  transportation  works — Sheet  97   40G 

Proposed   Suffolk   County  aqueduct — Diagram  of  quantities   and  cost — 

Ridgewood  to  Great  River — Sheet  98   408 

Suffolk  County  aqueduct — Connetquot  river  to  Carman  s  river — Sheet  99.  409 
Suffolk  County  aqueduct — Carman's  river  to  Forge  river — Sheet  100....  410 
Suffolk  County  aqueduct — West  branch  Forge  river  to  East  Moriches — - 

Sheet  101    411 

Suffolk  County  aqueduct — East  Moriches  to  Quogue— Sheet  102   412 

Six-foot  siphon   culvert — Sheet   103   413 

Proposed    Suffolk    County    aqueduct — Diagram    of    culvert    capacities — 

Sheet  104   ;   414 

Proposed  Suffolk  County  aqueduct — Siphon  under  trunk  sewer,  Borough 

of  Brooklyn — Sheet  105   415 

Estimated  costs  of  pumping  250,  145  and  70  M.  G.  D. — Proposed  punip- 

ing-station  at  Fresh  creek  or  at  Ridgewood — Sheet  106   426 

Estimated  costs  of  pumping  210  and  105  M.  G.  D. — Proposed  pumping- 

station  at  Fresh  creek  or  at  Ridgewood — Sheet  107   427 

Proposed  pumping-station  at  Ridgewood — General  arrangement  of  build- 
ings— Sheet  108    430 

Proposed  pumping-station   at  Ridgewood — Sheet  109   431 

Proposed   pumping-station  at  Ridgewood — Coal  storage  building — Sheet 

110    432 

Proposed  pumping-station  at  Fresh  creek — General  arrangement  of  build- 
ings— Sheet  111    433 

Proposed  electrical  pumping  system— Substation  and  pumping-station — 

Sheet  112    434 

Location  of  samples  and  meter  work  in  Great  South  bay — Sheet  113.  .  .  .  463 

Gaging  of  tide  in  Fire  Island  inlet — Sheet  114  •   466 

Automatic  tide  gage  records  at  Searles'  boat  house,  Babylon — Sheet  115.  469 
Automatic  tide  gage  records  at  Searles'  boat  house,  Babylon — Sheet  116.  470 

Velocity  curves,  Great  South  bay — Sheet  117   471 

Great  South  bay — Distribution  of  chlorine — Sheet  118   47 

Diagrams  showing  the  variations  in  the  chlorine  in  the  Great  South  bay 

in  an  east  and  west  direction— Sheet  119   480 

Diagram  showing  the  daily  variations  in  chlorine  at  various  places  in 

Great  South  bay  and  the  mean  tide  level  at  Babylon — Sheet  120.  .  .  .  483 
Chlorine  in  Great  South  bay — Comparison  of  salinity  of  samples  of  water 

taken  at  Smiths  point  with  hight  and  velocity  of  tide — Sheet  121.  .  .  484 


Great  South  bay — Present  distribution  of  chlorine,  referred  to  high-tid.> 
conditions — Sheet  122   

Great  South  bay — Calculated  specific  gravity  of  the  water  before  diver- 
sion of  ground-water — Sheet  123  

Great  South  bay — Distribution  of  chlorine  during  those  days  wlien  the 
mean  elevation  of  tlic  water  was  lower  tlian  the  average  during  thai 
period — Sheet  124   

Great  South  bay — Distribution  of  chlorine  during  those  days  when  the 
mean  elevation  of  the  water  was  higher  than  th(>  averag(>  during 
that  period — Sheet  125  

Great  South  bay— Distribution  of  chlorine — Isochlors  for  all  (leteriniiia- 

tions  made  during  investigations  of  1908 — Sheet  ILM;   189 

Great  South  bay — Oyster  Investigation  of  1908 — Specilic  gravity  of  the 
water  before  diversion  of  ground-water — Sheet  127  

Great  South  bay — Distribution  of  microscopic  organisms — Sheet  12S  

Great  South  bay — Oyster  investigation— Chronological  disi  rihul ion  of 
rnicro-organisnts  —  Sheet  1  29  

Great  South  bay — Oyster  Investigation — Areas  choscMi  for  study  of 
chronological  distribution  of  micro-organisms — Sheet  i;!n  

Great  Soulli  bay— Oyster  investigation— Relation  l)etween  number  of 
diatoms  and  salinity  of  water — Sheet  131  

Great  South  l)ay  Oysler  investigation — Relation  between  niiinber  of 
diatoms  and  depth  of  water — Sheet  l.'{2  


ILLUSTRATIOXS 


XV 


PAGE 


Great  South  bay — Oyster  investigation — Distribution  of  particular  species 

of  micro-organisms  with  regard  to  salinity  of  the  water — Sheet  133 .  .  499 
Great   South   bay — Oyster  investigation — Relation  of  wind  and  number 

of  micro-organisms — Sheet  134   500 

Great  South  bay — Distribution  of  turbidity — Sheet  135   506 

Map  of  Moriches  bay  and  Shinnecoclt  bay  showing  the  chlorine  contents 

of  the  water  at  various  points — Sheet  136   515 

Location  of  samples  of  water  taken  in  Jamaica  bay — Sheet  137   517 

Capillary  rise  of  water  in  sands  of  different  degrees  of  fineness  and 

under  different  conditions  with  respect  to  moisture — Sheet  138 ....  536 

Apparatus  for  tests  on  capillary  action — Sheet  139   538 

Suffolk  County  soil — Evaporation  from  cultivated  land — Sheet  140   538 

Suffolk  County  soil — Evaporation  from  cultivated  land — Sheet  141   538 

Suffolk  County  soil — Evaporation  from  scrub  oak  land — Sheet  142   538 

Suffolk  County  soil — Evaporation  from  scrub  oak  land — Sheet  143   538 

Suffolk  County  soil — Evaporation  from  corn  field — Sheet  144   538 

Suffolk  County  soil — Evaporation  from  corn  field — Sheet  145   538 

Moisture  in  soil  at  various  depths  at  Floral  Park,  Hempstead  and  Elmont 

— Sheet  146    542 

Moisture   in   soil — Daily  variation   in   top-soil   at  Rockville   Center  and 

Floral  Park — Sheet  147   543 

Character  of  surface  soils — Sheet  148   546 

Relation  of  collecting  works  to  cultivated  and  populated  areas — Sheet  149  546 
Diagram  showing  the  present  and  probable  future  population  in  Suffolk 

county — Sheet  150    559 

Amityville  water-works  pumping-station,   Amityville — Plate  19   564 

Sumpwam's  Water  Company  pumping-station  at  Babylon — Plate  20   564 

Great  South  Bay  Water  Company  pumping-station  at  Bayshore — Plate  21  564 

Great  South  Bay  Water  Company  pumping-station  at  Patchogue — Plate  22  564 
Patchogue  Manufacturing  Company  lacemill  on  South  Country  Road  at 

Patchogue  river — Plate  23   564 

Ice  cream  and  whip  manufactory  at  Sutton's  pond,  South  Country  road, 

Babylon — Plate  24    564 

Hawkin's  paper-mill  on   South  Country  road,   at  Orowoc  creek,   Islip — 

Plate  25    564 

Paper-mill  on  Patchogue  river  at  Canaan — Plate  26   564 

Grist-mill   on   South   Country   road   at   Swan   river,    East   Patchogue — 

Plate  27    564 

Grist-mill  and  sawmill  on  South  Country  road  at  Carman's  river,  South 

Haven — Plate  28    564 

Sawmill  on  Carman's  river  at  Yaphank- -Plate  29   564 

Grist-mill  and  sawmill  on  South  Country  road  at  Seatuck  creek,  Speonk 

— Plate  30    564 

Maintenance  of  surface  ponds — Drainage  of  Massapequa  lake  by  the  opera- 
tion of  infiltration  gallery  and  driven-well  station — Sheet  151   570 

Brooklyn  water  supply — Ridgewood  system — Location  of  suits  brought  for 

diversion  of  water — Sheet  152   583 

Brooklyn  water  supply — Lands  in  the  vicinity  of  Spring  Creek  driven- 
well  station  and  suits  brought  for  the  diversion  of  water — Sheet  153.  584 

Triangulation  system  of  Suffolk  county — Sheet  154   600 

Triangulation  stations  in  Nassau,  Queens  and  Kings  counties — Sheet  155.  600 

Station  "Hospital,"  Long  Island  Home  at  Amityville — Plate  31   606 

Station   "St.   Dominic"    (water-tank),   Amityville — Plate   32   606 

Station  "Welwood  "  at  Lindenhurst — Plate  33   606 

Station  "Vulcanite"   (water-tank)  at  Lindenhurst — Plate  34   606 

Station  "Belmont"  (windmill)  at  North  Babylon — Plate  35   606 

Station  "Sherman"  at  Babylon — Plate  36   606 

Station  "Keith"  at  Bayshore — Plate  37   606 

Station  "  Bossert  "   (water-tank)   at  Bayshore — Plate  38   606 

Station  "Islip"   (coal  elevator)   at  Islip — Plate  39   606 

Station    "Central    Islip"    (Catholic    Church    spire)    at    Central    Islip — 

Plate  40    606 


XVI 


ILLUSTRATIOXS 


PAGE 


Station  '•Cutting  "  (windmill)  at  Great  River — Plate  41   606 

Station   "  Ronkonkoma  "  at  Ronkonkoma — Plate  42   606 

Station  ••  Oakdale  "  (windmill)  at  Oakdale — Plate  43   606 

Station  '•  Holtsville  "   (tower)   at  Holtsville — Plate  44   606 

Station  "  Patchogue  "  (tower)  at  Patchogue — Plate  45   606 

Station  "  Plainfield  "   (tower)   at  Plainfield — Plate  46   606 

Station  "  Bellport  "   (windmill)   at  Bellport — Plate  47   606 

Station  "  Yaphank  "  at  Yaphank — Plate  48   606 

Station  "Mastic"  near  Mastic  railroad  station — Plate  49   606 

Station  "  Raynor  "   (tower)   at  Manorville — Plate  50   606 

Station  "  Farnsworth  "   (windmill)  at  Center  Moriches — Plate  51   606 

Station  "Convent"  (water-tank)  at  East  Moriches — Plate  52   606 

Station  "Wilkinson"   (windmill)  at  Westhampton — Plate  53   606 

Station  "  Hallock  "   (windmill)   at  Quogue — Plate  54   606 

Primary  triangulation  stations — Azimuth  stakes — Sheet  15ei   613 

Primary   and   secondary   triangulation   stations — Azimuth   stakes — Sheet 

157   614 

Secondary  triangulation  stations — Azimuth  stakes — Sheet  158   615 

Secondary  triangulation  stations — Azimuth  stakes — Sheet  159   616 

Primary  triangulation  stations — Azimuth  stakes — Sheet  160   617 

Azimuth  stakes,  Eastport  section — Sheet  161   618 

Azimuth  stakes,  Eastport  and  Patchogue  sections — Sheet  162   619 

Azimuth  stakes,  Patchogue  section — Sheet  163   620 

Azimuth  stakes,  Patchogue  and  Eastport  sections — Sheet  164   621 

Azimuth  stakes,  Eastport  section- — Sheet  165   622 

Azimuth  stakes,  Eastport  section — Sheet  166   623 

Azimuth  stakes,  Eastport  section — Sheet  167   624 

Primary  triangulation  stations,  ties;    secondary  triangulation  stations, 

Azimuth  stakes — Sheet  168   625 

Azimuth  stakes,  Jamaica  section — Sheet  169   626 

Triangulation  stations,  ties — Sheet  170   627 

Four-post  triangulation  tower — Sheet  171   640 

Primary  triangulation— Thirty-foot  tower  and  signal — Sheet  172   641 

Form  for  reinforced  concrete  monument — Sheet  173   642 

Sample  of  field  notes — Sheet  174   699 

Tripod  used  in  topographical  surveys — Sheet  175   709 

Plan  of  tripod  platform — Sheet  176   710 

Stadia  party  using  8 ^l- -foot  tripod — Plate  55   710 


BOARD  OF  WATER  SUPPLY 


CITY  OF  XEAV  YORK 

The  water-supply  conditions  in  Brooklyn  became  so  bad  in 
1896  that  an  actual  shortage  of  \vater  was  imminent  and  the 
Manufacturers'  Association  of  that  borough  (then  a  city)  ap- 
pointed a  committee  to  investigate  the  problem  of  an  additional 
supply  of  pure  water. 

The  results  of  thorough  investigation  by  this  committee 
are  revealed  in  its  report  of  ^Nlarch  15,  1897,  wherein  the  fol- 
lowing three  principal  recommendations  appear :  That  steps 
be  taken  to  separate  the  water  debt  from  the  constitutional  debt 
limit  of  the  municipality ;  that  a  special  commission  should  be 
appointed  to  investigate  all  sources  of  water-supply  for  Greater 
Xew  York  ;  and  that  plans  for  ultimate  sources  for  the  supply 
of  Greater  Xew  York  should  contemplate  a  period  of  not  less 
than  fifty  years  so  that  the  work  of  construction  might  be 
harmonious,  intelligent,  economical  and  always  in  the  direction 
of  the  final  plan. 

The  ^Manufacturers'  Association  after  continued  investiga- 
tion and  agitation  caused  bills  to  be  prepared  and  introduced 
into  the  Legislature  in  1901,  1902.  1903  and  1904  to  carry  out 
the  above  recommendations  wliich  finally  resulted  in  the  pas- 
sage, on  June  3,  1905.  of  the  act  creating  the  Board  of  Water 
Supply  and  the  appointment  of  tlic  tliree  Commissioners  com- 
posing it  on  June  9,  1905. 

Chapter  724  of  the  Laws  of  1905.  comprised  in  this  act, 
states:  "  It  shall  be  the  duty  of  the  lioard  to  proceed  immedi- 
ately, and  with  all  reasonable  speed,  to  ascertain  what  sources 
exist  and  are  most  available,  desirable  and  best  for  an  addi- 
tional supply  of  pure  and  wholesome  water  for  The  City  of 
X'ew  ^'ork.  The  B>oard  shall  make  such  surveys.  *  *  * 
and  investigations  as  it  may  deem  proper  * 

At  a  meeting  of  the  Tioard  of  Water  Supply,  held  August 


2 


BOARD  Of  WATER  SCFPLY 


8,  1905,  following  the  consideration  and  adoption  of  the  gen- 
eral plan  for  getting  a  supply  for  the  whole  City  west  of  the 
Hudson  river,  the  situation  in  Brooklyn  was  discussed  and  the 
following  resolution,  offered  by  Commissioner  Chadwick.  was 
passed : 

*'  Resolved,  That  the  Chief  Engineer  be  and  he  is  hereby 
authorized  and  instructed  to  prepare  a  special  report  upon  the 
water  situation  in  Brooklyn,  to  be  submitted  to  the  lioard  of 
Water  Supply  as  soon  as  practicable." 

Preliminary  studies  following  the  lines  of  investigation  and 
suggestion  of  the  Burr-Hering-Freeman  report  of  1903,  were 
soon  undertaken  and  under  date  of  October  9,  1905,  the  Chief 
Engineer  pointed  out  the  availability  of  the  sources  on  Long 
Island  for  affording  quick  relief  to  the  needs  of  Brooklyn, 
which  were  more  pressing  even  than  the  needs  of  ^fanhattan. 

On  May  23,  1906,  he  recommended  that  extensive  surveys 
and  investigations  be  made'  in  Suff"olk  county  in  order  to  de- 
termine the  best  plan  for  developing  the  water  sources  there, 
and  also  recommended  that  an  opinion  be  obtained  from  the 
Corporation  Counsel  as  to  whether  the  Board  had  the  right 
to  carry  on  preliminary  work  in  that  county  (see  page  5). 
The  Corporation  Counsel  rendered  an  opinion,  on  July  23, 
1906,  that  the  Board  was  justified  in  making  survcNs  and  in- 
vestigations in  restricted  localities  and  in  expending  the  funds 
appropriated  for  the  Board  on  sucli  investigations. 

Following  this  active  work  was  begun  and  the'  Eong  Island 
department  of  the  Engineering  bureau  was  organized  on 
October  19,  1906,  with  the  appointment  of  Walter  E.  S]x^ar, 
Division  Engineer  in  charge,  to  investigate  tlic  water  resources 
of  Suft'olk  county  and  means  iov  rendering  them  available. 

As  the  studies  and  inxestigations  progressed,  reports  in 
detail  were  submitted  by  the  Chief  F.ngineer  on  ?\iarch  15. 
October  1.  and  Octo])er  9,  1907  (see  pages  7,  11  and  KV)  ;  and 
on  December  4,  1907,  a  complete  outline  of  tlie  entire  worls,  io- 
gether  with  the  s])ecial  studies  then  nearing  completion,  was 
sent  to  the  I'.oard  Criiis  report  is  included  in  report  beginning 
on  page  17) . 

On  May  21.  l^DS.  the  ("liief  h'nginet'r  submitted  a  report 
with  maj).  plan  and  ])rolik'  showing  the  soiu-ce  and  manncM- 
of  obtaining  an  initial  sujjply  of  70,000.000  gallons  of  water 
daily,  at  .an  estimati'(l  cost  of  $21,700,000.  and  a  comi)lete  de- 
velo])ment   from  undt-rground  sources  of  250.000.000  gall<Mis 


CITY  OF  NEW  YORK 


3 


daily,  at  an  estimated  cost  of  .^40,479,000  to  .^47,173,000  (see 
page  17). 

On  June  8,  1908,  the  Board  of  AA^ater  Supply  forwarded 
to  the  Board  of  Estimate  and  Apportionment  the  map,  plan 
and  profile  of  the  proposed  works  and  recommended  that  they 
be  approved  and  transmitted  to  the  State  Water  Supply  Com- 
mission for  its  approval  (see  page  27). 

On  June  12,  1908,  the  Chief  Engineer  reported  in  detail  the 
results  of  investigations,  surveys,  studies  and  plans  looking 
to  the  development  of  a  supply  from  Suffolk  county  and  con- 
veying it  to  the  Borough  of  Brooklyn  (see  page  30). 

The  Board  of  Estimate  and  Apportionment,  after  a  public 
hearing  approved  on  June  26,  1908,  the  plan  submitted  by  the 
Board  of  Water  Supply  and  on  July  29,  1908,  petitioned  the 
State  Water  Supply  Commission  for  its  approval  (see  page 
46),  which  a])plication  is  pending  at  this  writing. 

It  was  at  the  outset  considered  possible  that  existing  legal 
restrictions  concerning  the  use  of  Suffolk  County  water  could 
l)e  removed  within  such  time  as  would  i)crmit  local  works  to 
be  built  and  in  operation  ])rior  to  the  entry  of  water  from  the 
Catskill  ]\roimtain  watersheds,  and  surveys  and  designs  for 
the'  immediate  devel()i)mcnt  of  Suff'olk  County  sources  were 
actively  forwarded  with  that  purpose  in  view. 

As  the  preliminary  steps  to  the  lifting  of  legal  obstructions 
to  this  ])lan  have  been,  so  far,  seriously  delayed,  it  has  been 
decided  to  bring  together  and  print  all  of  the  various  ]:)apcrs  in 
this  matter  so  that  they  may  be  preserved  in  ]:)crmanent  form. 

CHARLES  STRAUSS. 
CHARLES  N.  CHADWICK, 
JOTTX  F.  GALVIX, 
Conuuissioiicrs, 

Board  of  Water  Supply. 

November  1,  1912. 


0 


BOARD  OF  WWTER  SUPPLY 
CITY  OF  XE\V  YORK 
299  BROADWAY 

J.  Edward  Simmons 
Charles  X.  Chadwick 
Charles  A.  S haw- 
Co  m  mi  ssioxers 

J.  ^^^\LDO  Smith 

Chief  Exgixeer 

Xe'w  York,  Alay  23,  1906. 

Board  of  Water  Supply, 

299  Broadway.  Xew  York  City. 

Gextle:mex  : 

In  a  report  submitted  to  the  Commissioners,  dated  October 
7,  1905,  the  Chief  Engineer  made  the  following  statement: 

"  With  the  legal  restrictions  and  the  limitations  that  sur- 
round large  construction  work  for  The  City  of  Xew  York,  it 
now  appears  probable  that  even  with  the  most  vigorous  be- 
ginning and  the  most  rapid  progress,  from  five  to  eight  years 
must  elapse  before  water  from  the  new  source  can  be  de- 
livered into  Croton  lake,  and  thence  to  ?^Ianhattan,  Brooklyn 
and  the  other  boroughs.  Although  the  Boroughs  of  Manhat- 
tan and  The  l>ronx.  being  more  directly  on  the  line  of  the 
aqueduct  that  will  end  in  Brooklyn  and  Richmond,  will,  there- 
fore, be  naturally  the  first  to  be  benefited,  it  must  be  recognized 
that  the  present  needs  of  Brooklyn  arc  even  more  pressing 
than  the  needs  of  Manhattan,  and  they  have,  therefore,  already 
engaged  the  attention  of  your  Engineers.  The  water  shortage 
in  ]jrook]\  ii  during  the  i)ast  season  is  almost  without  precedent 
in  the  history  of  a  large  American  city." 

Your  Engineer  has  constantly  in  mind  the  urgent  needs  of 
Brooklyn  and  studies  have  been  progressing  in  this  office  and 
have  reached  a  point  where  I  am  prepared  to  report  that  there 
is  nothing  for  this  Board  to  do  looking  to  the  alleviation  of 
the  present  conditions  except  to  obtain  water  from  Suffolk 
county. 

To  obtain  the  best  results,  this  i)lan  must  be  laid  out  in  a 
broad,  comprehensive  way,  looking  to  the  development  of  all 
the  available  supply  of  the  region  to  the  east  in  Suf¥olk  county. 
Tn  order  to  determine  what  this  plan  should  be,  extensive 


6 


REPORT  Of  CHIEF  EXGLXEER 


surveys  and  investigations  will  be  necessary.  The  question 
arises  whether  the  Board,  in  view  of  the  restrictive  legislation, 
has  the  power  under  Chapter  724  of  the  Laws  of  1905.  as 
amended,  to  carry  on  these  extensive  preliminary  investiga- 
tions and  to  present  a  plan  for  supplying  Brooklyn  and  to  meet 
a  possible  shortage  of  water  in  ^lanhattan  before  the  Catskill 
water  can  be  delivered. 

Before  a  recommendation  to  repeal  existing  legislation  is 
made,  it  is  important  that  a  comprehensive  plan  be  outlined 
which  will  show  clearly  the  best  design  of  works  and  will 
make  plain  just  what  The  City  of  Xew  York  desires  to  do.  It 
is  important,  also,  to  determine,  so  far  as  possible,  the  basis 
for  the  opposition  to  the  taking  of  this  water  and  to  secure 
by  careful  investigation  full  data  upon  which  the  reasonable- 
ness of  The  City's  recjuest  and  the  objections  thereto  may  be 
fairly  judged  or  methods  sought  for  meeting  such  of  the  ob- 
jections as  may  appear  well  grounded. 

I  would  respectfully  suggest  to  the  r)oard  that  this  matter 
be  taken  up  with  the  Corporation  Counsel  and  his  opinion  re- 
quested as  to  the  rights  of  the  Board  to  perform  the  prelimi- 
nary work  necessary  to  prepare  a  plan  for  taking  water  from 
Suffolk  county. 

Respectfully  submitted. 

J.  WALDO  SMITIT. 

Chief  Eiujlnccv. 


7 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
ENGINEERING  BUREAU 
299  BROADW^\Y 

J.  Edward  Simmons 
Charles  N.  Chadwick 
Charles  A.  Shaw 

Commissioners 

J.  Waldo  Smith 

Chief  Engineer 

New  York,  March  15,  1907. 

Board  of  W^vter  Stpply, 

299  Broadway,  New  York  City. 

Gentlemen  : 

The  following  brief  report  on  the  progress  of  the  investi- 
gations of  the  Long  Island  source's,  which  were  begun  in 
October,  1906,  is  submitted  for  your  information. 

The  Long  Island  problems  to  be  solved  by  these  investi- 
gations are : 

(1)  The  determination  of  the  amount  of  ground-water 
and  surface-water  available  on  Long  Island  for  The  City  of 
New  York. 

(2)  That  c^f  finding  the  best  location  for  the  develop- 
ment of  these  waters,  and  the  best  method  and  cost  of  such 
development. 

(3)  That  of  finding  the  means  and  probable  cost  of  bring- 
ing this  water  to  New  York  City. 

These  problems  in  Suffolk  county  required : 

(A)  Complete  topographical  surveys  of  the  southerly  por- 
tions of  the  county  where  it  appeared  feasible  to  make  a 
ground-water  development. 

(r>)  Surveys  of  the  surface  of  the  ground-water  within 
the  area  covered  by  the  topographical  surveys  and,  beyond, 
over  much  of  the  county  to  complete  the  work  begun  by  the 
Burr-TTcring-Frceman  Commission  in  1903.  These  surveys 
required  the  driving  of  many  additional  test-wells,  by  which 
to  determine  the  surface  of  the  water-table. 

(C)  Continuous  gagings  of  the  flow  of  all  the  important 
streams  in  Suffolk  county. 

fD)  The  testing  out  of  the  volume  and  character  of  the 
ground-water  resources  by  sinking  and  pumping  large,  deep 
wells. 


8 


REPORT   OF   CHIEF  EXGIXEER 


A— TOPOGRAPHICAL  SURA'EYS 

The  great  extent  of  territory  to  be  covered,  from  Nassau 
county  to  Riverhead  (about  50  miles  in  length  and  perhaps  3 
miles  in  width)  required  for  control  a  system  of  triangulation 
on  which  to  base  an  accurate  rectangular  co-ordinate  survey. 

One  of  the  first  pieces  of  work  that  was  done  in  the  first 
part  of  November  was  the  selection  of  suitable  primary  sta- 
tions for  a  system  of  quadrilaterals  on  high  buildings,  towers, 
windmills  and  other  structures.  So  fortunate'  was  the  search 
for  these  stations  that  it  has  been  necessary  to  build  only  six 
towers  of  any  hight.  Only  one  of  these  remains  incompleted 
because  of  the  delay  in  securing  the  lumber. 

The  triangulation  stations  of  the  U.  S.  Coast  Survey  were, 
as  far  as  possible,  included  in  our  system.  From  the  geo- 
graphical position  of  one  of  them  near  Lindenhurst  the  co- 
ordinates of  the  station  were  computed  from  the  Prospect 
Park  water-tower  in  Brooklyn,  which  is  the  center  of  co- 
ordinates of  the  extensive  co-ordinate  surveys  now  being 
carried  on  by  the  topographical  bureaus  of  the  boroughs  of 
Brooklyn  and  Queens.  The  selection  of  the  same  center  of 
co-ordinates  for  our  surveys  will  greatly  facilitate  the  surveys 
from  Suffolk  county  to  Brooklyn  and  Queens  boroughs. 

After  the  selection  of  the  primaries,  secondary  stations 
were  picked  out  along  the  most  probable  locations  for  the 
proposed  development,  at  intervals  of  a  mile  or  two.  These 
have  been  cut  in  from  the  primary  stations  and  will  serve 
when  their  co-ordinates  are  computed  as  points  of  l)cginning 
for  the  stadia  surveys. 

11ie  field  work  on  the  primary  system  is  now  complete 
exce])t  near  Oakdale,  where  it  was  necessary  to  change  a 
I)rimary  station,  and  near  ^Mastic,  in  tlie  ^Torichcs,  where  a 
tower  lias  not  yet  beeri  built. 

The  triangulation  system  from  Nassau  county  to  Babylon 
has  been  adjusted  and  the  co-ordinates  of  the  primary  and 
secondar}'  stations  coinpuled  and  plotted  on  standard  sheets 
of  mounted  white  ])a])er  on  a  scale  of  200  feet  to  tlie  inch. 
An  index  maj)  covering  tlie  whole  of  Suffolk  county,  on  a 
scale  of  6,000  feet  to  an  incli  is  l)eing  ])reparcMl.  The  results 
thus  far  indicate  that  the  accuracy  of  the  primary  triangula- 
tif)n  work  is  perhaps  1  :400()(). 

As  a  basis  for  the  tf)pogra])liical  wor]<  and  tlie  ground- 
water surveys  a  line  of  precise  levels  was  run  from  the  stand- 


ox  SURFEVS 


9 


arc!  bench-mark  of  the  Brooklyn  Water  \\'orks  at  Smith's 
pond  near  Rockville  Center  to  Eastport  and  return,  along  the 
Montauk  division  of  the  Long  Island  railroad.  From  the 
bench-marks  established  along  this  line  closed  traverses  were 
run  into  the  center  and  northerly  portions  of  the  island  east 
of  Babylon  and  Smithtown  and  as  far  as  Riverhead.  Alto- 
gether 258  miles  of  these  levels  were  run. 

This  work  was  done  by  a  bench  level  party  temporarily 
transferred  from  the  Northern  Aqueduct  department.  The 
results  were  very  satisfactory  ;  the  accuracy  as  indicated  by  the 
value  of  C  in  the  equation  E  =  C  D  (where  E  =  error, 
D  —  the  distance"  levelled  over)  will  average  0.013. 

Secondary  levels  are  being  run  in  short  circuits  between 
the  precise  bench-marks,  for  the  purpose  of  establishing  addi- 
tional benches  for  the  stadia  work  and  to  determine  the  eleva- 
tions of  the  test-wells  for  the  ground-water  surveys. 

This  secondary  level  work  is  well  advanced.  Except  for  a 
stretch  of  a  few  mile's  near  Islip,  the  work  now  covers  pretty 
much  all  the  territory  that  it  is  proposed  to  survey  for  the 
proposed  ground-water  development. 

B— GROLWD-WATER  SURA'EYS 

Two-inch  test- wells  one-half  to  one  mile  apart  have  been 
driven  along  the  southerly  portion  of  Suffolk  county  as  far  as 
Quogue  and  at  greater  intervals  over  the  north  of  the  island 
east  of  Patchogue  and  Port  Jefferson. 

The  wells  laid  out  over  this  territory  have  been  recently 
completed,  except  for  a  few  wells  on  the  grounds  of  the  South 
Side  Sportsmen's  Clul).  where  permission  to  do  the  work  was 
refused.  Altogether  307  wells  containing  12,342  linear  feet 
of  pipe  were  driven  under  agreements  with  F.  W.  Miller  and 
Roy  S.  Barker. 

These  test-wells  and  others  are  being  levelled  upon  in  the 
secondary  level  work  and  the  basis  for  a  more  accurate  map  of 
the  ground-water  surface  is  being  obtained. 

C— STREAM  GAGIXG 

Permission  has  been  obtained  to  construct  weirs  on  five 
important  streams  and  bids  have  been  received  for  the  work. 

In  the  meantime  gagings  of  flow  of  all  the  important 
streams  have  been  carried  on  by  means  of  a  current  meter. 
There  have  been  made  altr)getlier  83  of  these  measurements. 


10 


REPORT  OF  CHIEF  EXGIXEER 


D— TEST-BORIXG 

The  California  stovepipe  well  rig  is  being-  assembled  at 
Babylon.  ^luch  of  the  material  has  arrived  or  is  on  the  way. 
The  expert  driller,  ]\Ir.  George  W.  Catey,  is  inspecting  all  the 
tools  and  machinery  and  the  men  for  his  crew  have  been 
selected. 

Permission  to  occupy  lands  remote  from  habitation  near 
Babylon  for  the  proposed  experiments  with  the  stovepipe  well 
is  being  secured  and  an  alternative  location  is  being  looked 
into  near  Patchogue. 

SU^LMARY 

Briefly,  the  triangulation  work  and  the  levels  are  well  ad- 
vanced ;  the  2-inch  test-wells  are  finished,  and  the  stadia  work 
will  be  begun  the  last  of  March,  when  the  snow  has  disap- 
peared. These  stadia  surveys,  as  well  as  the  proposed  Cali- 
fornia stovepipe  wells,  will  be  started  along  the  line's  that  the 
preliminary  estimates,  now  being  prepared,  indicate  to  be  most 
feasible  for  the  aqueduct  and  the  well  locations. 

Respectfully  submitted, 

I.  WALDO  SMITH, 

Chief  Engineer. 


11 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
EXGIXEERIXG  BUREAU 
299  BROADWAY 

J.  Edward  Simmons 
Charles  N.  Chadwick 
Charles  A.  Shaw 

Commissioners 

J.  Waldo  Smith 

Chief  Engineer 

Xew  York,  October  1,  1907. 

Board  of  \\'ater  Supply, 

299  Broadway,  Xew  York  City. 

Gextlemen  : 

In  accordance  with  your  verbal  request,  I  transmit  the  fol- 
lowing report  regarding  progress  of  the  work  in  the  Long 
Island  department : 

"  Since  the  organization  of  the  work  in  late  October,  1906, 
we  have  made  topographical  surveys  of  the  most  probable  lines 
of  ground-water  development  along  the  south  shore  of  Suffolk 
county  and  of  the  proposed  aqueduct  from  eastern  Sufifolk 
county  to  Ridgewood ;  gaged  continuously  the  more  important 
Suffolk  county  streams;  driven  2-inch  test-wells  and  made 
monthly  observations  by  which  to  determine  the  surface  of  the 
ground-water  within  the  watershed  to  he  drawn  upon  by  the 
proposed  development ;  and  investigated  the  deep  water  bear- 
ing strata  near  Babylon  by  means  of  large,  deep  wells  of  the 
California  stovepipe  type. 

In  addition  to  these  investigations  of  the  problems  of  col- 
lection and  transportation  of  the  Suft'olk  County  waters  to 
New  York,  we  have  made  preliminary  borings  and  surveys 
for  the  proposed  pipe  crossing  in  the  Xarrows.  Xew  York 
Harbor,  from  Bay  Ridge,  Brooklyn,  to  Staten  Island,  and  have 
reconnoitered  and  surveyed  several  sites  for  distributing  reser- 
voirs in  Brooklyn  borough. 

"  Field  offices  have  been  established  at  Jamaica,  Babylon, 
Patchoguc  and  Center  Moriches. 

TOFOriRAPinCAL  SURVEYS 

"Beginning  the  fir>t  of  last  Xovember.  we  established  dur- 
ing tlie  winter  a  system  of  triangulation  from  the  Xassau-Suf- 


12 


REPORT  OF  CHIEF  EXGIXEER 


folk  County  line  as  far  as  Oiiogue,  tying  up  to  Coast  Survey 
points  and  covering  a  strip  about  five  miles  in  width  along  the 
south  shore'  of  Long  Island. 

"  Having  completed  this  work  of  control,  we  began  in  !May 
the  survey  of  a  location  for  the  proposed  ground-water  devel- 
opment from  Amity ville  to  West  Hampton,  two  to  three  miles 
from  the  salt  waters  of  the  south  shore  bays.  The  field  work 
of  the  first  line  on  this  location  is  now  completed  and  mapped, 
with  the  exception  of  half  a  mile'  on  the  grounds  of  the  South 
Side  Sportsmen's  Club.  Alternate  locations  are  now  being 
run  south  of  the  first  line  and  these  surveys  are  all  but 
finished  from  Amityville  to  the  Carman's  river. 

"  Branch  lines  into  the  center  of  the  island  in  the  valleys 
of  the  Connetquot  brook  and  Carman's  river  have  been  sur- 
veyed above  the  bounds  of  the  Sportsmen's  Club  and  the  Suf- 
folk Club.  From  the  end  of  the  main  line  at  West  Hampton, 
we  have  run  about  half  way  to  Riverhead  on  the  branch  line 
proposed  for  the  diversion  of  the  Peconic  river  to  the  proposed 
south  shore  aqueduct. 

"  In  July  we  placed  parties  in  Nassau  county  and  Queens 
borough  and  have  since  surveyed  a  location  for  the  proposed 
aqueduct  line  from  Suffolk  county  to  the  Ridgewood  puniping- 
station  of  the  Brooklyn  works.  The  field  notes  have  been 
worked  up  and  a  portion  of  the  line  is  plotted. 

"  In  brief,  we  have  surveyed  one  complete  line  from  Ridge- 
wood to  West  Hampton,  80  miles  in  length,  18  miles  of  alter- 
nate location  near  this  line,  and  10  miles  of  branch  line  into  the 
center  of  the  island.  To  accomplish  this  work.  155  miles  of 
traverse  have  been  run. 

STKI':.\M  CACIXC 

"  All  imi)ortant  streams  in  souUicrn  Suffolk  county  and  llie 
Peconic  river  at  Calverton  are  l)eing  gaged  and  the  measure- 
ments of  flow  of  tlie  j\Iassape(|ua  creek  are  l)eiug  continued 
at  tlie  station  estal)li>he(l  in  l'M)3  1)y  the  I'.urr-I  leriiig-l''reeman 
( *•  »'nniission. 

"  Weirs  were  erected  in  .Ma\-  ami  jnne  on  eleven  Sullolk 
County  streams  and  at  each  a  recording  gage  has  since  been 
maintained.  At  six  otlu-r  streams,  where  weirs  could  not  be 
erected,  current  meter  measurements  have  been  carried  on. 
'I'lie  results  of  all  tlie>e  measurements  have  been  worked  up  to 
the  1st  r)f  Sej)teinl)er. 


OA'  IXVESTIGATIOXS 


13 


'*  In  connection  with  these  stream  gagings.  three  rainfall 
stations  were  established  last  year  at  Babylon,  Center  Aloriches 
and  Lake  Ronkonkoma,  respectively,  to  supplement  the  obser- 
vations of  the  U.  S.  \\'eather  Bureau. 

TEST-BORIXG 

"  From  November,  1906,  to  February,  1907,  12,342  linear 
feet  of  2-inch  test-wells  were  driven  in  the  southerly  portion 
of  Suffolk  county  from  Amityville  to  Ouogue  and  in  the 
central  and  northerly  portion  of  the  island  east  of  Port  Jeft'er- 
son  and  Patchogue.  These  wells  were  driven  to  a  depth  of 
30  to  100  feet  into  the  yellow  sands  and  gravels  for  the  pur- 
pose of  securing  samples,  defining  the  surface  of  the  ground- 
water in  this  area  and  determining  the  ground-water  catchment 
tributary  to  the  development  proposed. 

"  After  the  location  for  the  proposed  aqueduct  was  defined 
with  greater  certainty  than  wa^  possible  at  the  time  of  this 
early  work,  about  4,500  linear  feet  of  2-inch  test-wells  were 
laid  out  along  the  surveyed  lines  and  of  this  amount  about  1,000 
feet  have  now  been  driven. 

In  May  of  this  year  we  completed  the  assembling  of  the 
California  stovepipe  rig,  the  most  of  which  was  ordered  during 
the  previous  November  and  December.  We  then  began  the 
deep  well  investigations  at  the  "  Babylon  experiment  station  " 
in  West  Islij)  and  have  now  completed  two  wells  there,  one  14 
inches  in  diameter,  812  feet  deep,  and  a  second  12  inches  in 
diameter  and  170  feet  in  depth.  \^ery  nearly  two  months  were 
lost  in  July  and  August  awaiting  deliveries  on  stovepipe  casing. 

"  The  first  of  these  wells  showed  no  gravel  or  coarse  mate- 
rial from  which  water  could  be  drawn  below  a  depth  of  100 
feet.  Tlie  lower  strata  apj)eared  to  ])e  made  up  of  fine  gray 
sands  and  clays.  The  character  of  the  strata  at  this  point  hav- 
ing been  established,  the  second  of  the  group  of  three  wells 
proposed  at  the  experiment  station  was  driven  only  to  a  depth 
of  170  feet,  as  stated.  The  third  well,  16  inches  in  diameter, 
has  just  been  started  and  will  not  exceed  a  depth  of  200  feet. 

"  It  is  proposed  to  inimj)  these  three  stovepipe  wells,  to  de- 
termine the  delivery  of  this  type  of  well  in  the  Pong  Island 
gravels  and  the  proper  spacing  of  such  wells  in  the  proposed 
final  development.  Boilers,  compressors  and  generator  have 
been  set  up  at  this  experiment  station  in  a  temporary  house 
erected  tliere.    Air-lines  have  been  laid  and  wooden  flumes 


14 


REPORT  OF  CHIEF  EXGLXEER 


constructed  by  which  to  discharge"  the  water  pumped  from  the 
wells  beyond  the  ground-water  catchment  tributary  to  them. 
Two-inch  test-wells  have  been  driven  about  the  stovepipe  wells 
in  order  to  study  the  depressions  and  movement  of  the  ground- 
water and  the  interference  of  one  stovepipe  well  with  another. 
These  wells  were  driven  from  25  to  73  feet  in  depth  and  aggre- 
gate 4.000  linear  feet. 

"  Studies  and  mechanical  analyses  of  the  sands  and  gravels 
found  in  the  stovepipe  wells  have  been  made'  at  the  experi- 
ment station  and  preparations  have  been  made  for  the  experi- 
mental filtration  of  the  ground-waters  there  for  the  removal  of 
iron.  The  iron  contents  of  the  waters  appears,  however,  to 
be  small  and  this  work  will  not  probably  be  carried  out. 

"  Other  stovepipe  wells  have  been  laid  out  at  intervals  of 
three  to  five  miles  along  the  proposed  line  of  development,  be- 
ginning at  Lindenhurst,  where  a  jiortable  building  and  casing 
pipe  have  already  been  placedT 

"  ^Monthly  observations  have  been  made  on  representative 
test-wells  in  Suffolk  county  to  learn  the  fluctuation  in  the  sur- 
face of  the  ground-water.  A  ground- water  map  is  in  prepara- 
tion that  will  show  the  surface  of  the  water-table  on  July  1  of 
this  year. 

PIPE  CROSS!. \(i  AT  Till-:  XARROW'S 

"  Three  lines  across  the  Narrows  from  T.ay  Ridge,  Ih'ook- 
lyn,  to  Staten  Island,  Richmond  borough,  for  the  proi)ose(l  pipe 
crossing  have  been  investigated.  Two-inch  test-wells  aggre- 
gating 4,000  linear  feet  were  driven  on  these  lines  to  a  maxi- 
mum depth  of  100  feet.  Rock  was  proba1)ly  found  on  the 
Staten  Island  shore  at  a  depth  of  S.-  feel.  i<:i-ewliere  the 
borings  showed  only  black  silt,  fine  -and  and  clay. 

'*  Surveys  of  the  ap])roaches  to  these  lines  have  l)ecn  made 
on  both  sides  of  the  .Narrow ■>  and  the  re-nlls  are  now  nearly 
in  sha])e  to  ])resenl. 

Misci-d J..\.\i-:()i  s  STrnii'S  wd  oi'i-u  i-:  work 

"  In  ad<lili"n  lo  tin-  reduction  of  the  field  notes  and  the  plot- 
ting ot'  our  surveys  ,,n  the  rectangular  co-ordinate  system 
adopte(l.  the  computations  el  the  stream  ,i^a-ing  and  llic  work- 
ing u])  ..I  the  gn.nnd-watcr  . .l)ser\ at i.  .ns.  nnicli  work  (^f  a  gen- 
eral character  has  been  ace  .mplished.    W  e  prepared  during  the 


ox  INVESTIGATIOXS 


15 


first  months  of  this  year  a  report  of  the  development  of  the 
proposed  ground-water  supply  from  Suffolk  county  and  its 
probable  cost  delivered  in  Brooklyn  borough. 

V\'e  are  still  making  some  preliminary  studies  in  connec- 
tion with  this  development.  A  study  has  been  made  of  earth 
dams  on  the  salt-water  estuaries  tributary  to  the  south  shore 
bays,  by  which  to  exclude  the  sea-water  from  the  proposed 
wells  and  galleries.  A  preliminary  design  of  type  of  infiltra- 
tion gallery  which  appears  suitable  for  the  Suffolk  County  de- 
velopment is  now  being  made,  with  which  to  compare  the  cost 
of  a  well  development  there. 

"  In  connection  with  the  above  studies,  a  tide  gage  has 
been  maintained  on  the  Great  South  bay  at  Babylon  for  several 
lunations,  to  determine  the  relation  between  the  B.  W.  S.  datum 
and  mean  sea  in  the  bay.  The  total  range  here  is  little  over  two 
feet  and  mean  tide  is  about  one  foot  above  our  datum  plane. 

Preparations  are  now  being  made  to  study  the  salinity  of 
the  waters  of  the  Great  South  bay  and  measure  the  daily  ebb 
and  flow  of  the  tide  at  Fire  Island  inlet,  for  the  purpose  of  de- 
termining the  danger  of  salt-water  infiltration  to  the  proposed 
ground-water  works  and  the  i)robable  cft'ect  on  the  waters  of 
the  bay  of  diverting  the  fresh  upland  ground-waters." 

Respectfully  submitted, 

J.  W  ALDO  SMITH, 

CJiicf  Engineer. 


16 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
EXGIXEERING  BUREAU 
299  BROADWAY 

J.  Edward  Simmons 
Charles  N.  Chadwick 
Charles  A.  Shaw 

Commissioners: 

J.  Waldo  Smith 

Chief  Engineer 

New  York,  October  9,  1907. 

Board  of  Water  Supply, 

299  Broadway,  New  York  City. 

Gentlemen  : 

As  reported  to  you  in  Conmiunication  Xo.  2033,  dated 
October  1,  1907,  outlining  the  work  which  has  been  done  on 
Long  Island,  this  work  is  now  in  an  advanced  stage  and  it 
seems  to  be  important  that  consideration  be  given  to  this  entire 
problem  with  a  view  to  ascertaining  what  legislation,  if  any, 
should  be  proposed  for  this  winter. 

The  Burr  law  leaves  some  doubt  as  to  just  what  the  re- 
strictions are.  It  would  seem  to  be  possible  that  it  does  not 
apply  to  underground  waters  or  to  streams  on  which  filings 
were  not  made  in  conformity  with  the  law.  It  was  found  that 
although  filings  we're  made  on  the  lakes  and  ponds,  few,  if  any. 
filings  were  made  on  the  streams. 

I  respectfully  suggest  that  it  might  be  well  to  have  the 
Corporation  Counsel,  through  one  of  his  assistants  or  through 
some  special  counsel  designated  for  the  pnrpi^se.  make  a  spe- 
cial studv  of  this  law  in  order  to  determine  the  prohibit i(Mis 
on  The  City  under  it.  It  is  generally  considered  that  any  water 
legislation  sought  for  The  City  of  New  York  slKuild  be  ready 
to  be  introduced  at  the  beginning  of  the  session.  It  is  fiu"  this 
reason  that  I  am  calling  it  thus  early  to  your  attention,  in 
order  that  pre])aration  may  be  made  in  adxance. 

Ivespect  fully  submitted. 

J.  WALDO  SMITH. 

Chief  r.uijiuccr 


17 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
ENGINEERING  BUREAU 
299  BROADWAY 

J.  A.  Bensel 

Charles  N.  Chadwick 

Charles  A.  Shaw 

Commissioners 

J.  Waldo  Smith 

Chief  Engineer 

New  York,  ^lay  21,  1908. 

Board  of  Water  Supply, 

299  Broadway,  New  York  City. 

Gentlemen  : 

At  a  meeting  of  the  Board  on  August  8,  1905,  the  following 
resolution  was  passed : 

"  Resolve'fl,  That  the  Chief  Engineer  be,  and  he  is  hereby 
authorized  and  instructed  to  prepare  a  special  report  upon  the 
water  situation  in  Brooklyn,  to  be  submitted  to  the  Board  of 
Water  Supply  as  soon  as  practicable." 

At  a  conference  in  September,  1905,  with  the  Chief  Engi- 
neer of  the  Brooklyn  division  of  New  York's  Department  of 
Water  Supply,  Gas  and  Electricity,  it  was  learned  that  struc- 
tures were  already  being  planned  by  that  department  for  the 
purpose  of  drawing  upon  the  waters  of  Nassau  county  to  the 
largest  practicable  extent,  by  means  of  infiltration  galleries  and 
additional  wells,  and  through  which  it  appeared  probable  that 
a  repetition  of  the  disastrous  conditions  of  the  preceding  sum- 
mer could  be  avoicled  for  several  years  to  come.  These  facts 
were  then  reported  to  the  Commissioners. 

In  the  report  of  the  Board  of  Water  Supply,  made  on  Octo- 
ber 9,  1905,  to  the  Board  of  Estimate  and  Apportionment, 
special  attention  was  directed  to  the  nee'ds  of  Brooklyn  borough, 
and  it  was  said  : 

"  It  must  be  recognized  that  the  present  needs  of  Brooklyn 
are  even  more  pressing  than  the  needs  of  ^fanhattan,  and  they 
have  there'fore  already  engaged  the  attention  of  your  engineers. 
The  water  shortage  in  Brooklyn  during  the  past  season  is 
almost  without  precedent  in  the  history  of  a  large  American 
city.  The  consumption  so  outran  the  supply  that  there  were 
hours  in  the  day  and  even  days  at  a  time  when  houses  on 


18 


REPORT  OF  CHIEF  EXGIXEER 


upper  levels  are  said  to  have  been  deprived  of  a  public  water- 
supply. 

"  Ju  the  course  of  this  shortage  resort  was  of  necessity  had 
to  the  throttling  of  gate-valves  in  street  distributing  pipes  to 
lessen  the  pressure  and  choke  the  draft,  so  that  in  many  parts 
of  the  City  water  could  not  be  drawn  in  the  upper  stories  of 
dwellings  during  the  working  hours  of  the  day.  This  throttling 
of  water-gates  invites  a  conflagration  hazard  which  is  not  pleas- 
ant to  dwell  upon. 

"  \\'hile  Brooklyn  should  he  given  connections  to  the  new 
supply  from  the  north  with  all  possible  promptness,  this  re- 
lief is  probably  eight  years  oflf.  and  its  quickest  and  cheapest 
source  of  relief  is  in  the  ground-waters  of  I.ong  Island,  particu- 
larly those  of  the  region  farther  to  the  east  than  yet  drawn  upon 
for  the  City's  supply. 

"  From  this  more  easterly  source  a  large  surplus  that  now 
runs  to  waste  into  the  sea  could  be  taken  for  the  use  of  Brook- 
lyn, Queens  and  Richmond,  without  injury  to  the  local  com- 
munities, and  which  would  for  a  long  time  remain  one  of  the 
cheapest  and  purest  sources,  too  valuable  to  be  disregarded 
even  after  the  water  from  the  Catskill  sources  is  delivered  to 
Brooklyn  and  Queens." 

On  July  23.  1^)06,  the  C(M-poration  Counsel  rendered  an 
opinion  that  the  Board  would  be  justified  in  making  surveys 
in  Suffolk  county  for  an  additional  su])ply.  and  on  September 
19,  Mr.  S])ear  was  appointed  and  the  work  incidental  the 
organization  of  the  Long  Island  de])artmcnt  was  l)cgun. 

In  com])liance  with  your  request  of  May  12.  1<H)S.  I  present 
licrcwith.  in  tlie  fewest  words  ])()ssible,  a  statement  of  progress 
in  investigating  the  Long  Lland  sources,  and  a  siinr.narv  of  the 
conchisions  reached  on  llu'  best  means  of  relieving  the  im- 
pending sliortage  of  water  in  tlie  llorough  of  I'.rooklyn  and  at 
the  same  time  ])ro\i(ling  an  a(l(htioiial  snpply  ol  pnrt-  and 
wholesome  water  for  meeting  in  ])arl  the'  increa-ing  ve(|nire- 
ment^  of  the  I'oroughs  of  Kichmond  and  (Jueens. 

.\l)])cn(le(l  hereto  are  a  map.  i)lan  and  i)rolile  sliowing  the 
work>  ])r(  •!)<  .-I'd  in  form  a>  re(|nire(l  slatnte.  for  submission 
to  thi-  I'.oard  of  I'.stiniate  and  .\i)])oi-tionnu-nl  and  to  tlie  State- 
Water  Snp])ly  Commission  (See  Sheet  4.  Ace.  ?(\i)2)  'IMiis 
report  refers  chieflv  to  B.rooklyn  as  the  o1)ii'ctive  jioint  for  this 
snp])l\-.  Ixu-anse  tlial  Ix.rongh  presents  the  most  >erions  prol)li-m 
for  till-  -olntion  of  wliirli  the  Long  Lland  sonrces  are  neces- 


PLAX  FOR  OBTAISIXG  SUPPLY 


19 


sary.  Although  Que'ens  can  be  temporarily  supplied  from  local 
sources  by  new  wells,  it  can  be  better  supplied  as  a  part  of  the 
comprehensive  project  herein  outlined  and  any  permanent 
future  supply  for  Richmond  must  come  through  Brooklyn. 

The  responsibilities  of  the  immediate  future  being  provided 
for  by  the  Department  of  \\'ater  Supply,  there  has  been  time 
for  the  engineers  of  your  Board  to  carefully  extend  the  studies 
of  the  ground-water  conditions  existing  in  the  deep  saturated 
sand  of  Long  Island,  begun  under  the  Burr-Hering-Freeman 
Commission  on  Additional  Water  Supply,  and  set  forth  in  its 
report  of  November  30,  1903,  pages  619  to  886.  .  The  Long 
Island  department  was  therefore  organized  in  your  Engineer- 
ing bureau,  and  for  18  months  past,  a  corps  of  engineers,  assist- 
ants, and  well  borers,  has  been  actively  engaged  in  surveys  of 
the  water  sources  and  in  a  study  of  the  special  problems  of 
determining  the  quantity  needed  for  the  reasonable  supply  of 
Brooklyn,  the  safe'  yield  of  the  Nassau  County  sources,  and 
the  quantity  and  quality  of  the  subterranean  water  available  in 
Suffolk  county  and  the  best  means  and  the  ])robable  cost  of 
obtaining  a  water-supply  from  these  new  sources  and  transport- 
ing it  to  P>rookl\n  borough.  Special  studies  have  also  been 
made  to  meet  any  ]K)ssible  objection-;  in  Su. ft'olk  county  to  the' 
acquirement  of  these  sources  of  supply. 

These  studies  indicate  that  as  much  as  250  million  gallons 
per  day  could  be  collected  from  Suffolk  county  in  a  year  of 
mininuim  rainfall  without  directly  tapping  any  of  the  surface 
streams  or  ponds  and  without  serious  injury  to  the  interests 
of  the  Suffolk  Count}-  towns.  These  communities  would  have 
a  prior  right  to  all  water  sufficient  for  iheir  needs,  however 
rapidly  their  population  might  increase,  and  this  water  could 
be  furnished  them  from  the  proposed  aqueducts  should  the 
diversion  of  the  subterranean  waters  interfere  with  their  ])res- 
cnt  sources  of  supply. 

The  cost  of  this  NUpj)l\-  from  Suffolk  county  delivered  into  the 
distribution  reservoirs  of  Brooklyn  borough  would  be  about  the 
same  per  million  gallons  as  the  water  from  the  Catskill  sources, 
and  studies  have  been  made  on  a  comprehensive  plan  to  eventu- 
ally acfjuire  a  large  supply  from  Suffolk  county.  For  the 
present,  however,  it  is  pro])osed  to  build  collecting  works  suffi- 
cient only  to  .supply  from  50  to  70  million  gallons  per  day. 
These  works  would  extend  only  10  to  15  miles  easterlv  from  the 
Suft'olk-Nassau  County  line. 


20 


REPORT  OF  CHIEF  EXGIXEER 


The  first  supply  from  Suffolk  county  could,  doubtless,  be 
delivered  to  the  City  icithin  four  years  from  the  time  of  actually 
beginning  work  and  a  portion  might  even  be  transported 
through  the  conduits  of  the  present  Ridgewood  system  in 
Nassau  county  within  tico  years,  while,  on  the  other  hand,  it 
now  appears  that  with  good  fortune  attending  the  progress 
of  all  parts  of  the  100  miles  of  aqueduct  with  its  deep  siphons 
and  tunnels  between  the  Catskills  and  the  Brooklyn  reservoirs, 
water  from  the  Catskill  sources  cannot  be  delivered  by  tunnel 
under  the  East  river  to  Brooklyn  ///  less  than  8  years  from  the 
present  time,  and  by  that  time  a  lanje  part  of  tlie  siip/'Iy  from 
the  northern  sources  zmll  he  needed  to  meet  the  f/rozviug  con- 
sumption in  the  Boroughs  of  ManJniTtan  and  TJie  Bronx. 

THE  NEED  EOR  LAniEDLVfEEY  BEGIXXIXG  WORK 
EOR  OBTAIXIXG  A  SUPPLY  OE  SUB- 
TERR  AX  EAX  WATER  EROM 
SUFEOLK  COLWTV 

The  entrance  of  sea-water  to  some  of  the  ground-water 
collecting  works  in  Queens  and  Xassau  counties  has  shown 
that  the  sources  now  su])plying  the  Borough  of  Brooklyn  are 
already  overdrawn  if  a  measure  of  their  safe  }ield  is  their 
maximum  delivery  during  years  of  low  rainfall.  ( )nly  tlie 
ample  rainfall  of  the  i)ast  two  years  has  ])revente(l  a  recur- 
rence of  the  incipient  water  famine  which  prevailed  in  the 
latter  i)art  of  1903. 

All  water  that  could  be  secured  for  lirooklyn  borough  by 
additional  works  outside  of  Suffolk  countv  would  noi  ])rovi(le  a 
safe  sui)ply  through  the  period  which  of  necessity  must  elapse 
prior  to  the  completion  of  the  Catskill  acpieduct  to  Brooklyn. 
In  spite  of  the  restraining  inlluence  of  inadecpiate  pressure  in 
the  street  mains  and  the  eff"orts  of  officials  to  ])revent  w  a^te.  the 
consumption  of  water  in  I'rooklyn  has  increased  in  each  year 
about  eight  million  gallons  per  day  o\-er  that  of  the  pi-cceding 
year.  Doubtless  the  consumption  will  increase  at  a  still  more 
ra])id  rate  during  the  next  10  or  20  years  with  the  increase  of 
])Opulation  resulting  from  ihc  completion  of  new  bridges  and 
tunnels  to  Manhattan  and  with  a  mori'  lil)ci"al  snp])]y  of  water 
than  has  been  t'urnished  in  the  past. 

In  the  \-ear  1007.  the  actual  con>nm|)tion  of  I'.rooklyn  bor- 
ough was  145  million  gallons  dail\-  inclndini^  the  water  supplied 
by  pri\'a1e  water  companies.     A  conservative  estimate  ol  the 


PLAX  FOR  OBTAIXIXG  SUPPLY 


21 


rate  of  increase  indicates  that  in  1916,  the  earliest  date  for 
delivery  of  Catskill  water  into  Brooklyn,  the  consumption  will 
exceed  225  milhon  gallons  daily,  in  addition  to  the  increased 
demands  of  Queens  borough  which  might  not  be  supplied  from 
local  sources  and  in  addition  to  a  supply  for  Richmond  borough. 

The  greatest  possible  development  of  the  sources  in  Nas- 
sau and  Quee'ns  counties  available  for  the  supply  of  Brooklyn 
borough  would  not  yield  more  than  170  million  gallons  per  day 
in  such  years  of  low  rainfall  as  occurred  on  Long  Island  from 
1879  to  1883,  and  the  yield  would  be  still  smaller  if  the  rainfall 
should  be  as  deficient  as  during  the  years  from  1831  to  1849. 
During  years  of  normal  rainfall  and  with  the  largest  reasonable 
development,  the  complete  works  could  not  provide  a  supply  of 
more  than  195  million  gallons  per  day,  but  this  cannot  be  con- 
sidered the  safe  supply  from  these  works.  There  is  even  a 
probability  that  some  of  the  present  sources  will  have  to  be 
abandoned  in  the  future  because  of  infiltration  of  sea-water 
and  the  encroachment  of  population  over  the  gathering  ground. 

Early  relief  can  only  be  secured  from  Suffolk  county.  If 
an  ample  suj)j)ly  be  secured  from  these  source's,  the  aqueduct 
and  tunnel  from  Ilill  Y\t\\  reservoir  across  the  East  river  to 
Brooklyn.  j)roj)ose(l  in  the  report  of  October  9,  1905,  and  esti- 
mated to  cost  S4. 344,000.  can  be  deferred. 

THE  SOnai-    OF  SUPPLY  FOR  THE  PROPOSED 

\\T)RKS 

As  already  .elated,  it  is  proposed  to  divert  only  the  sub- 
terranean waters  from  Suffolk  county  and  not  t(j  draw  directlv 
from  any  of  the  existing  ponds  or  streams.  The  test-borings 
have  proved  that  strata  of  porous  sand  and  gravel,  saturated 
with  water,  extend  substantially  the  entire  length  of  Long 
Island,  reaching  from  the  so-called  "backbone"  of  the  island 
southward  to  the  sea.  The  source  of  this  water  is  the  rainfall, 
i  he  character  of  the  surface  causes  this  to  be  absorbed  more 
rapidly  and  in  greater  proportion  than  upon  most  watersheds 
in  this  part  of  the  country,  and  it  slowly  percolates  seaward, 
flowing  underground  at  a  rate  seldom  greater  than  one  mile 
per  year,  so  that  by  the  time  it  reaches  the  proposed  line  of 
diversion  it  has  received  the  most  i)erfect  filtration  and  purifi- 
cation from  surface  pollution. 

About  30  ])er  cent,  of  the  volume  of  sand  or  gravel  is  pore 
space,  and  the  lowering  of  the  plane  of  saturation  in  this  deep 


REPORT  OF  CHIEF  EXGIXEER 


gravel  over  many  scjiiare  miles  of  area  gives  a  storage  reser- 
voir of  enormous  volume  within  which  tlie  varying  rainfall  and 
absorption  at  different  seasons  is  equalized  and  from  which 
The  City  could  draw,  but  from  which  one  may  not  prudently 
take  more  than  the  average  rainfall  supplies. 

In  addition  to  the  underflow,  there  is  at  times,  following 
heavy  rainfalls,  a  considerable  flow  in  various  rivers  and 
streams  which  now  escapes  to  the  sea  unused,  but  which  can  ni 
part  be  restrained  in  its  course  by  impounding  dams  and  thus 
caused  to  soak  into  the  porous  ground  and  be  thus  added  to 
the  natural  ground-water.  A  few  such  reservoirs  are  provided 
for  in  the  proposed  works. 

TYPE  OF  DRT.RSIOX  WORKS  PROPOSED 

It  is  proposed  to  divert  this  underground  water  in  Suffolk 
county  on  a  line  nearly  parallel  to  the  south  shore  of  the 
island,  somewhat  l)ack  from  the  popuk)us  villages  and  the  salt 
waters  of  the  south  shore  bays  in  country  now  but  sparsely 
settled  and  covered  to  a  large  extent  with  low  growths  of  scrub 
oak  and  pine.  On  this  Hue  a  right-of-way  600  to  1,000  feet 
in  width  would  be  acquired  for  the  proposed  works  by  which 
the  supply  would  be  collected  and  transported  to  New  York 
City. 

According  to  the  present  plan,  the  ground-waters  would 
be  gathered  by  means  of  wells  about  100  feet  to  200  feet  in 
depth,  s]:)aced  500  to  1.000  feet  along  the  center  of  this  riglit-of- 
way.  !')}■  means  of  suita])lc  ])um])s  operated  from  one  or  more 
central  power-station-,  llie  water  collected  in  the  wells  would 
be  delivered  into  the  a(|ue(lnct  through  which  it  wor.ld  he  con- 
veyed to  the  City. 

It  is  proposed  to  transport  the  entire  SulTolk  County  suppl\ 
to  r>rooklyn  borough  in  a  continuous  gra\it\-  acjueduct  of 
masr^nry  having  a  nominal  capacity-  not  exceeding  2?0  million 
gallons  ])er  da}'.  At  tlie  westerl)'  end  ot*  this  a(|nednct  in 
Brooklyn  borough  a  ])um])ing-station  is  proposed  to  lift  the 
water  to  a  covered  di>tril)Ution  reserxoir  al  the  ele\ation  nec- 
e>>ary  to  gi\-e  it  the  (le>^ii-e(l  prc-ssnre  in  the  distrihnlion  pipes. 

I'.x  ri-;.\  r  ( )]■  \\  (  )KKS  rk; )!'( )Si:i) 

.\s  already  stale(l.  the  intake  work>  proposed  for  constrnc- 
tion  in  the  near  fntnri-  r«»mprise  only  the  \\t>i-ks  a])purtenant 


PLAN  FOR  OBTAIXIXG  SUPPLY 


23 


to  from  10  to  15  miles  of  aqueduct  extending  easterly  from 
the  Suffolk-Xassau  County  line  approximately  parallel  with 
the  south  shore. 

Studies  of  the  yield  of  certain  Avells  in  Nassau  county 
that  have  been  operated  many  years  for  the  supply  of  Brook- 
lyn, demonstrate  that  a  yield  of  70  million  gallons  daily  may  be 
expected  from  the  proposed  collecting  work  on  this  first  15 
miles  of  line.  This  quantity  is  deemed  sufficient  for  the  imme- 
diate need  of  additional  supply  in  the  Borough  of  Brooklyn, 
but  it  is  proposed  to  build  the  aqueduct  all  the  way  to  the  pro- 
posed pumping-station  near  Ridgewood  of  a  capacity  such  that 
it  could  convey  a  volume  of  water  of  about  250  million  gallons 
daily  and  thus  be  available  for  the  extension  of  these  works 
eastward  from  time  to  time  to  any  required  extent  along  the 
location  shown  on  the  accompanying  map  (  Sheet  4,  Acc.  5602). 
And  application  should  now  be  made  to  the  State  \\'ater 
Supply  Commission  for  the  appropriation  of  the  waters  for  the 
entire  length  shown  for  the  purposes  herein  described. 

The  ground  is  exceptionally  favorable  for  the  cheap  con- 
struction of  a  large  aqueduct  of  concrete  of  the  so-called  "  cut- 
and-cover  "  type,  and  after  studies  of  aqueducts  of  various 
dimensions,  it  is  found  that  tlie  additional  cost  of  Iniilding  the 
aqueduct  of  the  full  size  is  much  less  than  it  would  cost  to 
build  a  100-million  or  150-million-gallon  aqueduct  at  j^rescnt 
and  su})])lement  it  10  or  20  years  later  by  a  second  ])arallel 
aqueduct. 

By  having  tliis  aqueduct  of  the  size  proposed,  it  would 
greatl\-  ^inij)lif\-  tlie  work  of  extension,  corresponding  to 
growth  In  population  and.  moreover,  it  would  serve  to  safe- 
guard The  City  against  the  possible  breaking  of  the  present 
aqueduct,  a  part  of  which  is  now  very  old,  and  under  present 
conditions  cannot  be  shut  off  for  a  single  day  for  nispection  or 
repairs.  The  water  from  the  present  driven  wells  and  infiltra- 
tion galleries  of  Nassau  county  could,  in  case  of  accident,  be 
very  quickly  turned  into  the  proposed  new  acjueduct  through 
suitable  connections.  ])cnding  repairs  or  reconstruction  of  the 
old  conduits. 

FrTFRK  r.RANCTT  TJXES  TO  TXTERTOR  VATXFA^S 

In  order  that  the  works  now  to  l)e  built  may  form  part  of  a 
comi)rchensive  system  and  be  well  adapted  for  future  exten- 


24 


REPORT  OF  CHIEF  EXGIXEER 


sion  a  comprehensive  study  has  been  made  of  all  the  sub- 
terranean water  resources  of  Suffolk  county. 

\\'ith  a  view  to  developing  these  resources  to  the  fullest 
reasonable  extent  in  the  somewhat  distant  future,  and  in  order 
to  safeguard  the  supply  in  the  case  of  the  recurrence  of  years 
of  exceptionally  low  rainfall,  such  as  are  of  record  in  the  past, 
without  being  compelled  to  pump  the  wells  along  the  aqueduct 
line  to  an  extent  that  would  cause  serious  disturbance  to  local 
interests,  or  that  would  endanger  the  drawing  in  of  salt  or 
brackish  water  to  the  porous  sands  from  which  the  sui)ply  is 
to  be  drawn,  provision  has  been  made  for  certain  branch  lines, 
shown  on  the  accompanying  map  (see  Sheet  4,  Acc.  5602), 
and  extending  up  along  several  of  the  valleys  to  the  interior 
of  the  island,  from  which  a  large  quantity  could  be  diverted 
by  deep  pumping  and  in  eft'ect  utilizing  the  interstices  in  these 
vast  masses  of  saturated  gravel  as  storage  reservoirs  to  be 
drawn  on  during  the  ])eriod  of  low  rainfall  and  left  to  hi!  again 
during  the  years  of  abundant  rainfall. 


ESTIMATED  COST  OE  WORKS 

Vov  the  hrst  installment;  consisting  of  about  15  miles  in 
length  of  collecting  acjueduct  and  wells  in  the  western  end  of 
Suffolk  county,  including  costs  of  land,  damages,  legal  ex- 
penses, construction  costs  for  wells,  j)()\vcr-])lant  and  acces- 
sories. Construction  of  the  conveying  acjueduct  of  mean 
cai)acity  not  exceeding  250  million  gallons  daily  from  Suff'olk 
county  to  Brooklyn  borough,  also  the  construction  of  the 
pumping-station  there. 

l^Nlimated  yield  /"O  million  gallons  daily 

Estimated  cost  complete  $21,/ 42 .000 


A.  portion  of  this  sunpl\  .  perhaps  50  million  gallon^  ])er 
day,  might  be  delivered  lo  the  City  through  the  ])ropose(l  72- 
inrh  ])ipe-line  and  the  ])iimi)ing-stations  ])ropo>ed  in  Nassau 
county  by  the  1  )epartmc-nt  f)f  Water  Supply,  'i'his  amount  of 
water  could  be  obtained  by  the  construction  of  about  10  miles 
of  till'  collecting  a(|ueduct  and  wells  i)ropose(l  above  and  by 
the  extension  of  the  main  a(iueduct  about  2  miles  into  Nassau 
countv  to  coiuuTt  temporarily  with  tlu-  r.rooklvn  works.  I  he 
estimated  cost  would  be  $7.15.^.000.  exclusive  of  the  expendi- 


PLAX  FOR  OBTAIXIXG  SUPPLY 


25 


ture  for  the  72-inch  pipe  and  puniping-stations  by  the  Depart- 
ment of  Water  Supply. 

The  estimated  rate  of  expenditure  year  by  year  would  be 
approximately  as  follows : 


n   1-    •          1     J  c?i  nnn  c\c\f\  fSubstantial  completion 

Preliminary,  land,  etc                                           Sl.000,000  .    ^irel'minarv  staee 

1st  year  of  actual  construction   2.500,000  for  50  mTlHoTeal  ons 

2nd  year  of  actual  construction   3.700.000  [               million  gallons 

Total  preliminary  stage   $7,200,000 

3rd  year  of  actual  work  §3,500,000  ]  Completion  for  develop- 

4th  year  of  actual  work  6.000,000  \    ment  of    70  million 

oth  year  of  actual  work   5,000,000  J     gallons  daily 

Additional  first  stage  $14,500,000 

Total  completion  of  first  stage.  .  $21,700,000 


Followdng  this  first  stage,  the  collecting  aqueduct  could  be 
extended  eastward  gradually  to  meet  the  growing  demand  and 
corresponding  additions  made  to  pumps  and  power-plants  at 
3-year  or  5-year  intervals  as  needed. 

Outline  plans,  surveys  and  estimates  of  cost  have  been 
made  for  the  entire  project  shown  in  the  plans  and  profiles 
submitted  herewith.  These  show  that  for  this  complete"  de- 
velopment of  Suffolk  County  sources  to  be  attained  perhaps 
30  years  hence,  and  capable  of  delivering  a  volume  of  water 
not  exceeding  250  million  gallons  daily  exclusive  of  the 
branches  to  the  interior  valleys  the  total  cost  would  be  $40,- 
479,000,  making  this  water  cost  delivered  in  Brookhn  borough 
$39  per  million  gallons. 

Adding  the  branch  lines  in  order  to  avoid  lowering  the 
water-table  so  severely  near  the  aqueduct  line  in  case  of  a 
series  of  years  of  very  low  rainfall,  the  total  cost  would  be 
increased  to  $47,173,000,  making  tlie  water  cost  delivered  in 
Brooklyn  borough  $44  per  million  gallons. 

In  considering  the  expenditure  for  collecting  works  in  Suf- 
folk county  on  a  comprehensive  scale,  it  should  be  remembered 
that  the  cost  per  million  gallons  is  ultimately  about  the  same 
as  for  the  Catskill  water  and  that  its  use  will  serve  to  postpone 
the  date  for  the  Catskill  extensions,  and  that  by  a  connection 
between  the  main  arteries  of  Manhattan  and  Brooklyn  the 
two  boroughs  would  be  better  safeguarded  than  if  all  the 
additional  water  mu.st  come  from  the  north. 

Respectfully  submitted, 

J.  WALDO  SMITH. 

Chief  lliKjinccr. 


26 


REPORT  OF  CHIEF  EXGIXEER 


W't  have  given  careful  study  to  the  subject  matter  of  the 
above  report  and  concur  fully  in  the"  statements  and  conclu- 
sions presented  therein. 

JOHN  R.  FREE.AIAX, 

Consulting  Engineer. 
H.  BURR, 

Consulting  Engineer. 


27 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
299  BROADWAY 

Commissioners 
J.  A.  Bexsel 
Charles  X.  Chadwick 
Charles  A.  Shaw 
Thomas  Hassett,  Secretary 

Xew  York,  June  8,  1908. 

Hox.  George  B.  McClellax,  ^Iayor, 

Chairman  of  the  Board  of  Estimate  and  Apportionment, 
Citv  Hall  Xew  York. 

Sir  : 

Under  date  of  October  9,  1905,  we  sent  you  in  accordance 
with  Chapters  723  and  724  of  the  Laws  of  1905,  a  report  upon 
certain  sources  of  additional  water-supply  for  The  City  of  Xew 
York,  the  development  of  which  was  therein  estimated  to  cost 
$161,857,000.  These'  sources  were  the  Esopus,  Schoharie, 
Rondout,  Catskill  and  certain  minor  watersheds  in  the  Cat- 
skill  mountains.  This  report  was  accompanied  by  a  map,  plan 
and  ])rofile  of  the  ])r()])osed  works,  and  said  report  and  map 
were  dul}-  ap])ro\  ed  1)\-  \-our  Board  October  27.  1905,  and  with 
the  exception  of  the  Schoharie  watershed  and  except  also  in 
certain  minor  respects,  by  the  State  Water  Supply  Commission 
^lay  12,  1906.  Work  is  now  ])roceedin<^^  i)ursuant  to  the 
authority  thus  granted. 

Since  August  8,  1905.  this  Uoard  has  been  investigating 
carefully  the  situation  of  water-sui)ply  on  Long  Island  and  the 
necessary  development  of  this  supply  for  the  purposes  of  sup- 
plying the  r)f)roughs  of  Brooklyn  and  Richmond.  We  here- 
with present  the  plan  for  submission  to  the  State  Water  Supply 
Commission  for  approval,  which  plan  is  for  the  development  of 
the  underground  water  sources  of  Suffolk  county,  these  being 
additional  sources  not  included  in  the  general  ])lan  of  October 
9,  1905,  or  in  the  estimate  of  the  money  recpiired  to  carry  out 
the  same. 

In  carrying  out  this  plan  the  studies  made  by  this  Board 
show  the  following : 


28 


MAP,  PLAX  AXD  PROFILE  FORWARDED 


Time  of  delivery  of  first  water  to  conduits  of 


Ridgewood  system  at  Suffolk  Count}-  line..  .  .  2  years 

Cost  of  said  two  years'  work   S7, 200,000 

Time  of  delivery  of  first  water  to  I  Brooklyn  with- 
out use  of  conduits  of  Ridgewood  system.  ...  4  years 

Cost  of  said  four  years"  work   $16,700,000 

Time  of   development  of   first   installment  of 

70,000,000  gallons  daily   5  years 

Cost  of  said  five  years'  work,  including  full  size 
concrete  cut-and-cover  aqueduct  to  Urooklyn 

and  pumping-station  in  Brooklyn   $21,700,000 


The  country  is  exceptionally  favorable  for  the  cheap  con- 
struction of  this  type  of  aqueduct,  and  the  best  economy  dic- 
tates that  the  aqueduct  shall  be  constructed  of  full  size  rather 
than  to  be  constructed  in  the  hrst  instance  of  smaller  size  and 
later  sui)])lemente(l  by  another  acjueduct. 

Outline  plans,  surveys  and  estimates  of  cost  have  been 
made  for  the  entire  project  shown  on  the  plan  and  profile 
submitted  herewith.  These  show  that  for  the  complete  develop- 
ment of  the  vSuffolk  County  underground  sources,  yielding 
about  250,000,000  gallons  ])er  day,  the  cost  will  be  $47,173,000. 

In  considering  the  expenditures  for  collecting  works  on  a 
comprehensive  scale,  it  should  be  remembered  that  the  cost 
per  million  gallons  is  ultimately  about  the  same  as  for  the  Cat- 
skill  water  and  that  its  use  will  serve  to  postpone  the  date  of  the 
Catskill  extensions,  and  that  by  a  connection  between  the  main 
arteries  of  Manhattan  and  I'.rooklyn,  the  two  boroughs  will  be 
better  safeguarded  than  if  all  the  additional  water  must  come 
from  the  north. 

The  land  to  be  taken  is  sparsely  settled  and  covered  with 
low  growths  of  scrub  oak  and  pine,  and  will  consist  of  a  right- 
of-wav  from  to  1,000  feet  in  width  along  which  will  be 
driven  the  neccs->ary  wells.  These  wells  will  be  oi)erate(l  from 
one  or  inon-  in-ntral  ])ower-stations  and  will  deliver  their  water 
into  the  aqiu-dnci  which  will  conduct  the  sup])ly  to  the 
r.ro( )klyn  ])umi)ing-station. 

Since  our  investigations  on  Long  Isl.md  i^onimenceil,  the 
ncces>itv  for  tlu-  di-vi'lopmcnt  of  Suffolk  i-ounly  has  become 
acute  on   acconnl    of   llu'   increasing   shortage   of   water  in 


TO  BOARD  OF  ESTIMATE  AND  APPORTIOXM ENT  29 


Brooklyn  and  Queens  and  on  Staten  Island.  The  entrance  of 
sea-water  to  some  of  the  ground-water  collecting  works  in 
Queens  and  Xassau  counties  has  shown  that  the  sources  now 
supplying  the  Borough  of  Brooklyn  are  already  overdrawn  if 
a  measure  of  their  safe  yield  is  their  maximum  delivery  during 
years  of  low  rainfall. 

If  your  Board  and  the  State  Water  Supply  Commission 
approve  the  plan  herewith  presented,  it  is  our  purpose  to  take 
and  divert  only  the  subterranean  sources  in  Sufifolk  county 
with  due  regard  for  the  rights  and  interests  of  the  inhabitants 
of  said  county  and  not  to  divert  into  the  City  aqueduct  water 
from  any  surface  streams  or  natural  ponds. 

We  forward  to  you  herewith  a  general  map,  plan  and  pro- 
file of  the  proposed  works  (Sheet  4,  Acc.  5602),  and  re- 
spectfully request  that  in  accordance  with  Section  3  of  Chapter 
724  of  the  Laws  of  1905,  as  amended  by  Section  1  of  Chapter 
314  of  the  Laws  of  1906,  your  Board  will  appoint  a  day  for  a 
public  hearing  and  give  at  least  eight  days'  public  notice 
thereof  as  directed  l)y  said  statute. 

We  respectfully  recjuest  that  when  and  if  said  map  shall  be 
ap|)roved  by  your  Board,  the  same  be  signed  and  certified  and 
forwarded  to  tlic  State  Water  Su])])ly  Commission  as  soon  as 
practicable,  and  that  the  Cor[joration  Counsel  be  requested  by 
your  Board  to  prepare  the  necessary  petition  and  other  papers 
and  to  take  the  other  ste])s  necessary  for  submission  of  this 
apj)lication  to  said  Commission. 

Respectful)}', 

J.  A.  BEXSI'L. 
(  l!.\RLh:S  X.  CFLADW  ICK, 
CHAR  Lies  A.  SHAW. 
Coiniiiissioncrs. 

Board  of  Water  Supply. 


30 


BOARD  OF  WATER  SUPPLY 
CITY  OF  NEW  YORK 
EXGIXEERIXG  BUREAU 
299  BROAD\\'AY 

J.  A.  Bexsel 

Charles  X.  Chadwick 

Charles  A.  Shaw 

C()m:\iissioxers 
J.  Waldo  Smith 

Chief  Engineer 

Xcw  York,  June  12,  1908. 

Board  of  \\\\ter  Si  pply, 

299  Broadway,  Xew  York  City. 

Gentlemen  : 

At  a  meeting  of  the  Board  on  August  8.  1905,  the  following 
resolution  was  ])asscd : 

Resolved,  That  the  Chief  Engineer  be  and  he  is  hereby 
authorized  and  instrueted  to  prepare  a  special  report  upon  the 
water  situation  in  Brooklyn,  to  be  submitted  to  the  Board  of 
Water  Su])ply  as  soon  as  practicable.'' 

As  legislative  restrictions  prevented  the  taking  of  water 
from  Suffolk  county,  it  was  considered  that  the  above  resolu- 
tion applied  ])articularl\-  to  Xassau  countw  l)y  conferring  wit!i 
the  Chief  luigineer  of  the  Department  of  Water  Supply,  Gas 
and  Electricity  for  the  Borough  of  Brooklyn,  it  was  learned 
that  plans  were  already  under  way  in  that  department  for  the 
development  of  the  sources  of  Nassau  count\  to  the  largest 
extent  practical)le.  I'or  this  reason  it  seemed  unwise  and  un- 
necessar\'  for  tliis  lioard  to  formulate  any  i)lans  for  obiaining 
watdr  from  that  county  and  it  w;'.s  so  reported. 

Tile  legislati\e  restriction  on  Suffolk  county  wa>  set  forth 
in  the  hearings  before  ihe  State  Water  Su])pl\  Commission  on 
the  Catskill  plan,  inchiding  llie  statement  that  sup])lies  from 
botli  tin-  Catskills  and  SnlVolk  connt\-  would  be  a(lvisal)]e,  if 
The  ('it\  were  free  to  take  the  latttT. 

It  was  also  stated  in  tlie  ri-port  (d'  (  )ctober  0,  l');)5.  iliat 
lirookhii  must  look  for  immeiliate  relief  to  the  water  in  the 
deep  sands  of  L( >ng  1  sland. 

I'l-oni  the  investigations  and  report  of  the  T.urr-I  lering- 
Frec-man  ( 'ommis^jc  m,  it  app<'ars  ])lain  that  if  the  prt'sent  rate 


SURVEYS,  STUDIES  AXD  PLAXS 


31 


of  increase  in  consumption  continues,  Brooklyn  cannot  be 
properly  asked  to  wait  for  the  new  supply  from  the  north. 

From  the  studies  of  the  ground-water  supply  presented  in 
the  report  of  John  R.  Freeman,  Civil  Engineer,  to  Bird  S. 
Coler,  Comptroller,  in  the  year  1900,  and  particularly  from 
the  more  elaborate  investigation  of  the  Long  Island  under- 
ground sources  made  by  the  Burr-Hering-Freeman  Commis- 
sion, it  is  plain  that  the  additional  sources  most  quickly  avail- 
able for  relieving  the  great  need  of  Brooklyn  for  more  water, 
are  to  be  found  on  Long  Island,  and  no  effort  should  be  spared 
to  make  all  those  sources  available.  Xevertheless,  Brooklyn 
must  also  be  in  part  supplied  from  the  Catskill  sources,  and, 
as  already  mentioned,  a  branch  aqueduct  for  this  purpose  is 
shown  on  the  accompan}  ing  map  (Sheet  4,  Acc.  5602). 

Your  Engineering  Department  has  already  begun  studies 
directed  toward  the  further  exploration  of  the  deep  under- 
ground sources  of  Long  Island,  and,  purely  as  a  matter  of 
obvious  and  prompt  relief  as  well  as  of  good  engineering,  re- 
gardless of  present  legislative  limitations,  feels  it  incumbent 
as  a  matter  of  engineering  to  record  the  fact  that  while  Brook- 
lyn should  be  given  connections  to  the  new  supply  from  the 
north  with  all  possible  promptness,  this  relief  is  probablv  eight 
years  off,  and  that  its  quickest  and  cheapest  source  of  relief 
is  in  the  ground-waters  of  Long  Island — particularlv  those  of 
the  region  farther  to  the  east  than  that  yet  drawn  upon  for 
the  City  supply.  From  these  more  easterly  sources  a  large 
surplus  that  now  runs  to  waste  into  the  sea  could  be  taken  for 
the  use  of  Brooklyn,  Queens  and  Richmond  Avithout  real  in- 
jury to  the  local  communities,  and  it  would  for  a  long  future 
remain  one  of  the  cheapest  and  purest  sources,  too  valuable 
to  be  disregarded,  even  after  water  from  the  Catskill  sources 
is  delivered  to  Brooklyn  and  Queens. 

Fortunately  the  structures  required  for  securing  this 
ground-water  and  delivering  it  into  Brooklyn  are  of  a  simple 
cliaracter,  permitting  very  rapid  construction  and  therefore 
early  relief,  providing  existing  complications  can  be  met  and 
overcome. 

Tlie  responsibility  for  the  temporary  relief  of  Brooklyn 
being  immediately  provided  for  by  the  Department  of  Water 
Supply,  Gas  and  Electricity,  there  was  time  for  the  engineers 
of  your  Board  to  carefull}-  consider  the  problem  of  obtaining 
a  permanent  supply  from  the  region  cast  of  Xassau  county. 


32 


REPORT  OF  CHIEF  EXGIXEER 


During  the  latter  months  of  1905  and  the  early  part  of  1906 
this  was  kept  constantly  in  mind,  and  studies  progressed  in 
this  office  so  that  on  May  23,  1906,  a  report  was  made  to  the 
Board  recommending  that  extensive  surveys  and  investigations 
be  made  in  order  to  determine  the  best  plan  for  developing  the 
water  sources  of  Suffolk  county  and  so  as  to  be  able  to  show 
just  what  The  City  proposed  to  do.  This  report  also  sug- 
gested that  the  Corporation  Counsel  be  reciuested  to  give  an 
opinion  as  to  whether  the  Board,  in  view  of  the  restrictive 
legislation  aft'ecting  Suffolk  county,  had  the  right  to  carry  on 
the  preliminary  work  necessary  for  the  preparation  of  a  plan 
for  taking  the  water  from  that  county.  This  recpiest  was 
made,  and  on  July  23,  1906,  an  oi)inion  was  rendered  stating 
that  the  Board  was  justified  in  making  surveys  and  investiga- 
tions in  restricted  localities  and  spending  the  funds  ai)pro- 
priated  for  the  Board  on  such  investigations,  so  far  as  might 
be  deemed  necessary. 

Steps  were  immediately  taken  toward  the  organization  of 
the  Long  Island  (le]:)artmcnt  and  outlining  plans  for  a  complete 
investigation  of  the  Suft'olk  county  sources.  On  September 
19,  1906,  yir.  \\'alter  E.  Spear  was  appointed  division  engi- 
neer and  on  October  19  he  reported  for  duty,  being  ])laced 
in  charge  of  the  work  on  Long  Island,  with  instructions  to 
make  the  surveys  and  investigations  necessary  for  the  prepara- 
tion of  a  ])lan  which  contemplated  the  eventual  development  of 
all  the  readily  available  supply  of  water  in  southern  Suft'olk 
county. 

On  Alarcli  15,  1907,  and  Oct<)1)er  21,  1007,  I  made  special 
reports  regarding  the  progress  of  these  investigations  to  those 
dates. 

( )n  December  4,  1907,  I  gave  you  a  very  comi)lete  outline 
of  the  entire  work,  togetlier  with  the  special  studies  then  near- 
ing  c()mj)letion. 

On  Mav  21,  190S,  I  submitted  a  report  and  plan  {lescril)ing 
the  source  of  and  manner  of  ()l)taining  a  supply  of  water  from 
Suffolk  coimt)'. 

'I1ie  preliminary  work  now  being  completed.  I  beg  to 
submit  the  detailed  report  of  the  investigations,  surveys, 
studies  and  plans,  made  under  my  direction,  looking  to  the 
development  of  a  water-supply  from  Snff(-»lk  county  and  con- 
veying it  to  the  l*)orongb  of  Ilrooklxn. 

'Hie  jiresent  investigations.  snj)plement ing  those  carried  on 


SURVEYS,  STUDIES  AXD  PLAXS 


33 


by  the  Burr-Hering-Freeman  Commission  in  the  year  1903, 
have  been  very  thorough  and  comprise  among  others  inquiries 
into  the  amount  of  ground-water  available  and  the  best  method 
of  developing  it;  the  effect  on  vegetation  of  a  possible  lower- 
ing of  ground-water  level;  the  effect  of  the  reduction  of  the 
ground-water  flow  on  the  oyster  industry;  a  thorough  study 
of  the  maximum  yield  from  both  Nassau  and  Suffolk  counties ; 
the  general  design  of  the  necessary  works  for  developing  this 
supply,  including  pumping-stations  and  other  equipment,  and 
an  estimate  of  the  cost  of  the  entire  project,  made  in  detail  for 
the  successive  stages  of  the  development. 

The  work  of  the  Long  Island  department  was  begun  on 
October  19,  1906,  and  immediately  following  this  date,  a  corps 
of  engineers  was  collected  and  organized  into  three  sections. 
The  office  of  the  department  was  established  at  Babylon,  Long 
Island,  and  field  offices  were  secured  at  Patchogue  and  East- 
port. 

As  a  basis  for  the  topographical  surveys  a  triangulation 
system  was  established  and  careful  lines  of  levels  run  over  the 
entire  area  to  be  covered  by  the  examinations. 

In  order  to  supplement  the  rainfall  stations  maintained  by 
United  States  \\'eat]icr  Bureau  three  other  gages  were  estab- 
lished, one  each  at  Bab\lon,  Lake  Ronkonkoma  and  Center 
Moriches. 

The  flow  of  twenty  of  the  larger  streams  in  Suft'olk  county 
has  been  continuously  measured  and  careful  observations  have 
been  made  on  some  of  the  smaller  ones.  On  eight  of  these 
larger  streams  tlie  gaging  has  been  done  by  means  of  weirs 
especially  constructed  for  this  purpose. 

In  order  to  determine  the  ground-water  levels  504  test- 
wells,  2  inches  in  diameter,  averaging  from  30  to  100  feet  in 
depth,  were  driven  in  the  territory  between  Amityville  and 
Quogue,  and  Port  Jefferson  and  Riverhead.  In  addition  to 
these  wells,  observations  were  made  on  the  water  of  practically 
all  ponds,  lakes  and  existing  wells  within  Suffolk  county.  In 
connection  with  this  work  about  2,600  samples  of  the  sands 
and  gravels  penetrated  by  these  wells  have  been  preserved  and 
in  order  to  determine  the  period  and  amount  of  fluctuation  of 
the  ground-water  surface,  monthly  measurements  of  its  hight 
have  been  made  on  representative  test-wells. 

For  the  purpose  of  determining  the  best  means  of  securing 
the  deep  ground-waters  as  well  as  to  aid  in  the  design  of  the 


34 


REPORT  OF  CHIEF  EXGIXEER 


well  stations,  it  was  deemed  advisable  to  drive  a  number  of 
large  deep  wells  and  pump  from  them  for  a  sufficient  length 
of  time  to  establish,  for  this  purpose,  the  extent  to  which  the 
ground-water  may  be  locally  developed.  An  outfit  for  driving 
California  stovepipe  wells  from  12  to  16  inches  in  diameter  was 
obtained  and  8  test-wells  have  been  put  down.  Three  of  these 
wells,  in  \\'est  Islip,  were  fitted  up  with  air-lift  systems  and 
the  pumping  experiments  carried  out  on  them.  The  other  five 
wells  served  the  purpose  of  delimiting  the  extent  and  showing 
the  character  of  the  deep  sands  and  gravels.  ^lany  other 
collateral  studies  bearing  on  the  question  of  obtaining  these 
waters  together  with  estimates  of  cost  and  design  of  structures 
were  also  made. 

YIELD  OF  QUEENS  AND  NASSAU  COUNTY  SUP- 
PLIES 

The  Jjorough  of  P>rooklyn  is  now  supplied  with  water  from 
the  works  of  the  Ridgewood  system  in  Queens  and  Nassau 
counties  and  from  several  small  municipal  and  ])rivatc  water- 
works located  within  the  borough  limits. 

The  Ridgewood  system,  which  furnishes  about  85  per  cent, 
of  the  entire  present  supply,  has  a  catchment  area,  which 
could  easily  Ije  developed,  of  159  scjuare  miles.  The  calcula- 
tion of  the  yield  of  this  system  for  the  years  1905,  1906  and 
1907  (below,  e(|ual,  and  12  per  cent,  above  the  average  rainfall 
respectively  )  shows  that  the  total  safe  present  yield  may  be 
estimated  at  117  million  gallons  daily.  A  complete  develop- 
ment of  the  entire  159  square  miles  would  give  a  total  safe 
yield,  during  years  of  normal  rainfall,  of  155  million  gallons 
daily,  but  in  a  j^eriod  of  dry  years  the  safe  yield  would  not  be 
in  excess  of  138  million  gallons  dailw 

The  sources  now  supplying  lirooklyn,  other  than  llie  Ridge- 
wood system  are  estimated  to  have  a  safe  yield  during  years 
of  average  rainfall  of  32  million  gallons  daily,  and  a  complete 
development  within  the  limits  of  the  borough  would  \ield  a 
total  of  40  million  gallons  daily  during  the  \ears  of  average 
rainfall,  but  not  more  than  30  million  gallons  daily  during  a 
peril  h1  of  dry  \  ears. 

It  is  evident,  therefore,  that  the  ])resent  area  (levelo])ed  t(^ 
its  fullest  capacity  camiot  be  depended  upon  to  yield  conliu- 
uousK  inoiH-  ilian  17r)  million  gallons  daily.  Tliese  cajjacities 
are  clrarly  >ho\\ii  in  tlu-  following  table: 


Su KVt  Yb, 

O  -/  L  UlhS    A  A  JJ 

I   LAA  S 

35 

YIELD  IX 

MlLLiCJA  LiALLOAb 

DAILY 

Catchment 

Ix  A  Year 

In  a  Year 

Area 

OF  Deficient 

OF  Average 

Square  Miles 

Rainfall 

Rainfall 

Ridgewood  Svstem  

  1.39 

Present 

105 

117 

Under  construction 

s 

10 

Possible 

2.3 

28 

Total 

138 

155 

All  other  works  within  Borough 

limits.            .  .  . 

Present  

'l5 

'is 

Under  construction  

12 

15 

Possible  

5 

7 

Total  

32 

40 

Grand  total  

*170 

195 

*The  low  rainfall  yield  in  this  table  represents  the  probable  delivery  of  the  works 
during  the  next  few  years  should  they  be  dry  ones.  The  high  rainfall  of  the  past  few 
years  has  filled  the  ground-water  reservoirs  and  this  storage  will  be  drawn  upon  for 
several  years  to  come.  Should  the  rainfall  continue  below  the  normal  for  say  five  con- 
secutive years,  the  total  yield  from  these  sources  might  not  be  over  150  million  gal- 
lons daily 

THE  CO\SL\MPTI(;X  OF  WATER  1\  THE  BOROUGH 
OF  BROOKLYN 

The  i:oj)ulatinn  of  Jirooklyn  is  estimated  at  1,470,000,  and 
the  average  sup])ly  from  all  sources  in  1937  was  145  million 
gallons  daily.  The  per  capita  consumption  of  98.6  gallons  per 
day  during  that  year  was  low.  due  to  the  fact  that  the  supply 
had  been  in>ufficient  for  some  years  and  to  the  reduced  jM'es- 
surcs  which  were  maintained  in  the  distrilmtion  system.  Since 
1902  the  consumption  has  been  greater  than  the  su])ply  which 
the  present  works  would  have  yielded  had  the  rainfall  during 
the  intervening  years  been  normal :  but,  inasmuch  as  dur- 
ing this  period  the  rainfall  was  about  3  inches  in  excess  of  the 
normal  no  particular  trouble  was  had.  In  the  case  of  a  fu.ll 
development  of  all  the  supj^lies  in  western  Long  Island  and 
in  the  event  of  a  ])eriod  of  low  rainfall,  the  total  available 
supply  will  harflly  be  sufificient  for  the  needs  of  Brooklyn 
through  the  year  1910. 

URGEXXY  OF  THE  NEED  FOR  RELIEF  OF  BROOK- 
LYX  BOROrOH 

It  is  evident,  therefore,  that  an  additional  supply  of  water 
from  sources  outside  of  western  Long  Island  should  be  made 
available  at  the  earliest  possible  time  as  some  water  from  them 
may  be  needed  by  the  year  1910.  Xo  relief  can  be  obtained 
from  the  Catskill  sources  for  it  will  be  impossible  to  complete 


36 


REPORT  OF  CHIEF  EXGLXEER 


these  works  to  the  extent  necessary  to  deHver  water  to  Brook- 
lyn, at  the  earhest,  before  1916.  The  only  source  which  can, 
within  a  reasonable  time,  be  made  available  after  the  full  de- 
velopment of  the  present  supplies  lies  in  the  ground-waters  of 
Suffolk  county  and  steps  should  at  once  be  taken  to  develop 
them. 

The  works  necessary  to  collect  and  transport  these  waters 
to  the  City  cannot,  however,  be  completed  for  several  years, 
and,  in  the  meantime,  the  present  available  sources  in  western 
Long  Island  should  immediately  be  developed  to  their  full 
capacity  in  order  to  prevent  the  possibility  of  the  occurrence  of 
a  serious  shortage  before  relief  can  be  obtained  from  the  Suf- 
folk County  sources. 

SUPPLY  FROM  SUFFOLK  COUNTY  GROUXD- 
\\\\TER  SOURCES 

The  ground-water  from  the  south  side  of  Long  L<land 
would  be  pure  and  wholesome,  except  for  the  small  amounts 
of  mineral  salts  usually  found  in  such  waters.  It  would  be 
free  from  an\-  pollution  or  infection.  It  would  be  clear  and 
colorless  and  its  ai)pearance,  taste  and  temperature  would  be 
pleasing. 

It  is  proposed  to  make  available  for  the  use  of  Xew  York 
City  all  of  the  deep  ground-waters  that  are  not  needed  for 
local  use  in  southern  Suffolk  ccnmty  from  the  Nassau  county 
line  to  Shinnecock  bay,  and  to  include  also  the  surplus  ground- 
waters of  the  coar>e  sands  and  gravels  in  the  iV'cnnic  valley. 

Area  of  and  1\  \im  \i.i.  ox  Sr  i"1"oi.k  Cotxtn  W  a  i  i:ksii kd 
The  total  water>hed  area  ])r(ti)ose(l  to  be  so  made  avail- 
able is  332  s(|uare  miles,  of  which  3S  s(|uarc  miles  arc  inchided 
in  the  I'econic  area.  The  average  annual  rainfall  on  this  area 
is  estimated  to  he  4^  inches,  and  otiniating  that  37  per  cent, 
of  this  can  reasonably  be  made  available,  a  total  of  2(6  million 
galU)ns  daily  could  1)e  obtained,  ])rovide(l  that  an  ade(|uale 
amount  of  ground-water  storage  is  available.  During  extremely 
dry  jx  riod^  ample  storage  can  be  f)l)tained  from  the  inti-rior 
of  the  inland  h\-  means  of  branch  a(|Ueducts  and  welL  to  he 
used  onlv  during  such  dry  periods  as  can>e  luuisual  deple- 
tion (tf  the  gronnd-waters  along  the  ^onth  shore. 


SURVEYS,  STUDIES  AND  PEANS 


37 


Population  on  Suffolk  County  Watershed 

The  resident  population  on  this  watershed  is  39,000,  of 
which  number  only  17,000  are  within  the  area  which  would  be 
affected  by  the  operation  of  the  works.  It  is  not  probable  that 
50  years  hence  the  population  will  exceed  150,000,  and  if  this 
number  were  to  be  provided  with  water  they  would  probably 
require  not  more  than  15  or  20  million  gallons  daily,  and  this 
amount,  in  making  an  estimate,  should  be  reserved  for  the  uses 
of  the  resident  population.  It  is  safe,  therefore,  to  say  that  for 
many  years  New  York  City  can  secure  250  million  gallons 
daily  from  these  Suffolk  county  source's. 

METHOD  OF  COLLECTING  TLIE  GROUND-WATER 

A  line  of  deep  wells  at  intervals  along  the  center  of  a  right- 
of-way  600  to  1,000  feet  in  width  would  be  put  down.  Such  a 
width  of  right-of-way  would  be  necessary  to  prevent  en- 
croachment of  buildings  and  the  conse(juent  danger  of  pollu- 
tion. This  right-of-way  would  be  located  in  a  sparsely  settled 
and  but  little  cultivated  country,  consisting  as  it  docs,  largely 
of  scrub  oak  and  pine  barrens.  This  location  would  be  north 
of  the  large  \  illages  and  some  distance  from  the  ponds  on  the 
south  shore,  and  also  sufficiently  distant  from  the  sea  to  cut 
down  to  a  minimum  the  possibility  of  the  infiltration  of  salt. 
The  water  would  be  pumped  into  the  collecting  aqueduct  by 
means  of  deep  well  pumps  and  electric  motors,  each  motor 
being  operated  independently  from  substations  located  at  in- 
tervals of  about  4  miles,  the  central  power-station  being  located 
on  Great  South  ba}'  near  Patchogue. 

Reservoirs  to  Prevent  Ingress  of  Salt 

In  order  to  be  jjositively  sure  that  no  salt  would  be  drawn 
in  from  the  ocean  12  dams  would  be  built  on  the  estuaries  of 
the  12  larger  south  shore  streams  for  the  purpose  of  creating 
reservoirs  of  fresh  water,  which  would  tend  to  hold  back  and 
prevent  the  ingress  of  the  salt. 

Provisions  to  Maintain  Supply  During  Very  Dry  Periods 

In  order  to  offset  the  continuous  drain  upon  the  ground- 
water which  would  be  necessary  during  the  periods  of  low 
rainfall,  three  branch  aqueduct  lines  would  be  run  to  secure 


38 


REPORT  OF  CHIEF  EXGIXEER 


the  water  stored  in  the  deep  strata  in  the  center  of  the  island. 
Deep  wells  would  be  driven  along  these  lines,  but  pumping 
from  them  would  only  be  done  during  periods  of  extreme 
drought. 

Development  of  the  Pecoxic  \'alley  A\'aters 

Tlie  ground- waters  in  the  Pcconic  valley  would  be  devel- 
oped by  means  of  a  line  of  wells  along  the  south  bank  of  the 
river  from  Riverhead  to  Calverton,  and  a  ])umping-station  at 
Riverhead  would  deliver  the  water  over  the  divide  into  a 
gravity  aqueduct  which  would  connect  with  the  main  a(|ue- 
duct  near  Ouogue. 

COXSERVATIOX   OF  SlKFACE  FlOOD  FlOWS 

The  flood  flows  of  four  of  the  larger  streams  would  be 
caught  in  small  storage  reservoirs  above  the  main  line  of  the; 
collecting  works  and  wells  driven  around  their  niargins  so  that 
the  water  contained  in  these  basins  would  be  drawn  down 
through  their  sandy  bottoms  and  thus  jnirified.  These  wells 
would  be  in  operation  only  when  the  flow  of  the  streams  is 
in  excess  of  their  normal  discharge. 

PROTECTION  OF  SUFFOLK  COl'XTV  INTERESTS 
Present  use  of  Water 

'J'he  amount  of  water  now  l)eing  used  for  the  purpose  of  the 
resident  and  transient  population  is  relatively  small,  being 
about  6  million  gallons  daily  for  d(~)mestic  and  connnercial  uses, 
and  al)out  80  million  gallons  daily  for  waler-jiower.  The 
waters  of  most  of  the  surface  streams  arc  now  running  unused 
into  the'  sea.  The  water  necessary  for  domestic  and  commercial 
uses,  would,  in  case  of  the  development  of  these  sources,  be 
supplied  by  New  York  C"it\'  at  a  reasonable  price  should  tlie 
proposed  works  interfere  with  tlu'  present  >npply.  and  assur- 
ance should  be  given  to  all  of  tlie  towns  and  villages  that  New 
Xovk  will  always  provide  for  them  in  the  futun-  as  their  popu- 
lation increases. 

Maintexance  of  Surface  Streams  anu  Poxds 

Surface  streams  and  ponds  would  ])ossil)ly  be  slightly 
lowered  b\'  the  draft  on  the  ground-waters  ])Ut  in  this  e\ent  the 


SURVEYS,  STUDIES  AND  PLANS 


39 


water-power  could  probably  be  replaced  by  steam  or  electric 
plants  at  small  expense,  and  the  ponds  maintained  at  their 
present  spillway  elevation  by  delivering  to  them  sufficient 
water  to  accomplish  this  purpose,  just  as  Brooklyn  is  now  doing 
in  the  case  of  the  lower  Alassapequa  pond.  Little  of  the 
water  so  used  would  be  lost  because  most  of  it  would  be  drawn 
back  to  the  collecting  works  through  the'  bottoms  of  the  ponds, 
thus  establishing  a  beneficial  circulation.  The  cost  of  thus 
caring  for  these  ponds  would  be  that  of  pumping  the  amount 
of  water  necessary  to  keep  them  full,  but  this  would  be,  to 
some  extent  at  least,  offset  by  the  beneficial  influence  which  they 
would  exert  toward  protecting  the  collecting  works  against  the 
entrance  of  sea-water. 

Effect  ox  Agricultural  Interests 

The  elevation  of  the  water  in  the  wells  of  the  few  farms 
located  north  of  the  south  shore  villages  would  be  lowered 
somewhat  but  the  total  resulting  damages  to  crops  would  be 
very  small. 

Investigations  have  shown  when  the  ground-water  level  is 
over  5  feet  below  the  surface  of  the  coarse  Suffolk  County  soil 
that  no  moisture  reaches  either  the  surface  or  the  roots  of 
vegetation  through  capillary  action.  Xinety-three  per  cent, 
of  the  entire  catchment  area  now  receives  all  of  its  moisture 
from  above,  none  of  it  coming  from  the  ground-water. 

The  Suffolk  County  catchment  area  proposed  to  be  de- 
veloped is  212,000  acres.  Of  this  total  area,  that  within  which 
the  surface  of  the  soil  is  less  than  five  feet  above  the  ground- 
water and  within  a  mile  of  the  main  collecting  works  aggre- 
gates only  10,100  acres  or  4.8  per  cent,  of  the  wliole.  Included 
in  this  10,100  acres  are  4,000  acres  of  water  surface  and  swamp 
area  which  latter  would  be  benefited  by  any  lowering  of  the 
ground-water  level.  Of  the  remaining  6,100  acres  it  is  esti- 
mated that  only  850  acres  or  only  0.4  per  cent,  of  the  entire 
watershed  area  are  under  cultivation. 

Effect  ox  the  Oyster  Industry 

The  oyster  industry  of  the  Great  South  bay  is  one  of  con- 
siderable importance,  and  in  order  to  show  that  the  diversion 
of  the  ground-waters  would  not  cause  great  damage  to  it,  a 
careful  study  of  the  question  was  made.  The  results  obtained 
indicate  that  about  85  per  cent,  of  the  present  oyster-beds 


40 


REPORT   OF   CHIEF  EXGIXEER 


would,  after  the  diversion  of  the  ground-waters  has  been  ac- 
compHshed,  still  be  within  the  limit  of  salinity  favorable  for 
oyster  culture;  that  about  6  per  cent,  might  be  slightly  injured 
but  that  over  9  per  cent,  of  the  area  of  the  bed  suitable  for  this 
purpose  would  actually  be  improved.  The  net  result  of  the 
diversion  would,  therefore,  be  a  substantial  improvement  of  the 
conditions  necessary  for  successful  oyster  culture,  in  both  Great 
South  bay  and  Shinnecock  bay. 

Resulting  Direct  Advantages 

Among  the  direct  advantages  to  be  gained  by  Suffolk 
County  residents  may  be  mentioned  the  building  of  new  high- 
ways parallel  to  the  south  shore,  and  the  resulting  increased 
accessibility  of  the  large  areas  of  the  island ;  much  money  will 
be  expended  in  the  county  for  property,  for  labor  and  for 
material ;  the  quality  of  the  water  supplied  to  the  villages  from 
the  proposed  works  will  be  materially  better  than  that  which 
they  now  have  and  many  improvements  will  be  made  by  The 
City  on  its  right-of-way  and  in  connection  with  its  works.  Here, 
also,  should  be  mentioned  both  the  improvement  in  the  appear- 
ance and  navigation  of  the  estuaries,  the  mouths  of  which  are 
to  be  closed  by  dams,  for  the  purpose  of  forming  fresh-water 
ponds. 

VALUE  OF  THE  DA^^I AGES  DUE  TO  LOWERING  THE 
GROUND-WATER 

The  damages  resulting  from  the'  lowering  of  the  ground- 
water level  would  be  smaller,  the  wider  the  right-of-way  taken, 
since  the  depression  of  the  water-table  outside  a  wide  right-of- 
way  would  be  comparatively  small. 

On  account  of  the  operation  of  the  present  well  systems  in 
Queens  and  Nassau  counties,  many  actions  for  damages  have 
been  brought  against  The  City.  The  amount  of  the  award  in 
particular  cases  has  been  inlluenced  by  the  location  of  the 
proj)erty  with  reference  to  the  puni])ing-slati»-)n,  by  the  relative 
elevation  of  the  water-ta])k',  h\-  the  data  availal)le  to  The  City 
for  tlie  (K-fense  by  the  \va\-  in  which  the  case  was  presented  and 
by  the  judge  before  whom  it  was  tried.  iM'om  1902  to  IW) 
most  of  the  cases  were  settKd  without  formal  trial,  and  the 
awards  made  during  the  period  were  greater  than  tlio^t'  in 
previous  years. 


SURVEYS,  STUDIES  AND  PEANS 


41 


So  far  as  possible  all  suits  against  The  City  and  their  dis- 
position have  been  brought  together  and  compiled.  This  study 
shows  that  133  suits  have  been  brought;  that  30  of  them  are 
still  pending;  that  the  total  amount  claimed  was  $1,508,061 
and  that  the  awards  in  103  cases  aggregated  $201,486  on  a  to- 
tal amount  claimed  of  $1,285,279. 

TRAX SPORT ATIOX  OF  THE  SUPPLY  TO  NEW  YORK 

CITY 

The  plan  contemplates  the  construction  of  a  concrete  cut- 
and-cover  aqueduct  having  a  capacity  of  250  million  gallons 
daily  from  Great  River  to  Brooklyn  borough  at  a  point  near 
the  present  Ridgewood  pumping-station.  East  of  Great  River 
the  aqueduct  would  diminish  in  size  approximately  in  propor- 
tion to  the  drainage  area  above  it  until  at  a  point  near  Quogue 
its  capacity  would  be  50  million  gallons  daily.  This  aqueduct 
woukl  convey  the  entire  supply  by  gravity  and  for  nearly  its 
entire  length  would  be  on  the  hydraulic  gradient,  there  being 
only  three  comparatively  small  siphons. 

The  ca[)acity  of  the  Peconic  aqueduct  would  be  50  milli(rn 
gallons  daily,  and  that  of  the  three  branch  ac|ue(lucts  to  the 
center  of  the  island  would  also  be  50  million  gallons  daily  each. 
Aside  from  the  lift  over  the  Peconic  divide,  the  entire  supply 
after  being  delivered  from  the  wells  into  the  aqueduct  would 
flow  freely  to  the  Borough  of  Brooklyn,  there  to  be  either 
pumped  into  a  i-eservoir  or  directly  into  the  distributing  mains. 

ORDER  OF  COXSTRCCTIOX  AXD  COST  OF  SUF- 
FOLK COUNTY  WORKS 

The  first  step  in  this  development  should  be  one  looking 
toward  the  delivery  of  50  million  gallons  daily  by  the  year 
1910,  if  possible.  This  could  be  done  at  a  cost  of  about 
$7,153,000  or  about  $37.80  per  million  gallons,  by  slightly  in- 
creasing the  slope  of  the  hydraulic  gradient  of  the  72-inch  steel 
pipe  which  the  Department  of  Water  Supply  plans  to  extend 
from  Clear  stream  to  Massapequa,  and  by  constructing  the 
first  ten  miles  of  the  Sufifolk  County  collecting  works  and 
building  the  necessary  conduits  to  conduct  this  supply  to  the 
pumping-stations,  which  the  Department  of  Water  Sup])ly  pro- 
poses to  build  at  Massapequa  and  Wantagh. 

The  next  step  in  the  development  of  this  supply  would  in- 


42 


REPORT   OF   CHIEF  EXGIXEER 


elude  the  construction  of  the  main  aqueduct,  full  size',  from 
Ridgewood  in  Brooklyn  to  Great  River,  together  with  the 
further  development  of  these  15  miles  in  Suffolk  county.  This 
can  be  done  at  a  cost  of  about  821,742,000  and  would  result  in 
a  supply  of  70  million  gallons  daily  at  a  cost  of  about  v%2.20 
per  million  gallons. 

The  next  stage  would  include  the  development  of  the  15 
miles  between  Great  River  and  South  Haven  from  which,  to- 
gether with  the  works  already  completed,  a  yield  of  150  mil- 
lion gallons  daily  could  be  obtained,  at  a  cost  of  about  $30,262,- 
000  or  about  S44.50  per  million  gallons,  while  for  an  estimated 
cost  of  about  $38,355,000,  220  million  gallons  daily  at  a  cost  of 
about  $40.10  per  million  gallons,  can  be  obtained  by  developing 
the  remainder  of  the  south  shore,  19  miles  in  length,  to  a  point 
near  Ouogue.  The  collecting  works  necessary  for  developing 
the  Peconic  valley  would  raise  the  cost  of  the  development  to 
about  $40,479,000  and  the  total  supply  to  250  million  gallons 
daily  during  average  years  at  a  cost  of  about  ^^3^.20  per 
million  gallons.  To  this  latter  figure,  however,  must  be  added 
the  cost  of  the  three  branch  a(|ueducts  to  the  center  of  the 
island,  which  are  necessary,  in  order  to  maintain  the  supply  of 
250  million  gallons  daily  during  a  period  of  dry  years.  The 
total  cost  of  the  entire  development  is  therefore  estimated  at 
about  $47,173,000,  or  at  a  cost  of  about  844.20  per  million 
gallons,  delivered  into  the  distril)ution  system  of  1  Brooklyn 
borough. 

The  results  of  these  investigations,  which  are  generally 
stated  in  the  foregoing,  are  given  in  great  detail  in  the  report 
of  Division  Engineer  \\'alter  K.  Spear  and  the  numerous  plans, 
tables  and  diagrams  transmitted  herewith.  In  order  that  these 
data  ma\-  be  preser\e'd  and  iiia\-  be  (|nickly  available  for  those 
to  whom  it  will  be  useful,  1  respect  fnllx'  re(|uest  that  the\-  be 
properly  edited  and  printed. 

Kt'spcci  I'nlK-  submitted, 

T.  W  ALDO  s.Mi  rir, 

( 'liirf  F.ii(/iiirrr. 


43 


BOARD  OF  ESTIMATE  AND  APPORTIONAIENT 
CITY  OF  XEW  YORK 

AA'hereas,  The  Board  of  AA'ater  Supply  of  The  City  of  New 
York,  pursuant  to  Chapter  724,  Laws  of  1905,  as  amended, 
have  made  such  surveys,  maps,  plans,  specifications,  estimates 
and  investigations  as  they  deemed  proper  in  order  to  ascertain 
the  facts  as  to  what  sources  where  an  additional  supply  of  pure 
and  wholesome  water  for  The  City  of  New  York  exist  and 
are  most  available,  desirable  and  best  for  the  said  supply ;  and 

Whereas,  The  said  Board  of  \\'ater  Supply  have  reported 
to  the  Board  of  Estimate  and  Apportionment,  under  date  of 
June  8,  1908,  recommending  the  development  of  the  under- 
ground sources  of  water-supply  in  Suffolk  county.  Long  Island, 
New  York,  and  have  presented  to  the  Board  of  Estimate  and 
Apportionment,  with  sajd  report,  a  map,  plan  and  profile  dated 
February  25,  1908,  and  entitled  Board  of  \\'ater  Supply  of 
The  City  of  New  York.  Alap  and  I'rofile  Showing  Manner 
of  Obtaining  from  Suffolk  County  an  Additional  Supply  of 
Water  for  The  City  of  New  York  " ;  and 

\Micrcas,  The  lioard  of  Estimate  and  Apportionment,  upon 
the  receipt  of  the  said  report  and  the  said  map,  plan  and  pro- 
file, and  on  the  12th  day  of  June,  1908,  adopted  a  resolution 
that  June  26,  1908,  at  10.30  o'clock  in  the  forenoon,  at  Room 
16  in  the  City  Hall,  Borough  of  Manhattan,  City  of  New  York, 
be  fixed  as  the  time  and  place  for  the  public  hearing  upon  the 
said  re])ort,  ma]),  ])]an  and  profile,  and  that  notice  be  given  of 
such  public  hearing  by  publication  in  the  City  Record  and  the 
corporation  newspapers  published  in  Kings  county,  and  in  two 
newspapers  published  in  each  of  the  Counties  of  Suffolk, 
Nassau,  Queens,  Richmond,  New  York  and  Westchester,  such 
publication  to  commence  Tuesday,  June  16,  1908,  and  to  be 
continued  in  each  issue  of  each  of  said  papers  to  and  including 
June  26,  1908,  such  notice  being  by  said  resolution  declared  to 
be  reasonable  public  notice  of  such  hearing;  and 

Whereas,  The  Board  of  Estimate  and  Apportionment,  in 
order  to  afford  to  all  persons  interested  a  reasonable  oppor- 
tunity to  be  heard  respecting  the  said  report,  map,  plan  and 
profile,  have  given  reasonable  public  notice  of  such  hearing, 
and  in  addition  have  given  notice  of  such  hearing  by  mailing 
to  the  Chairman  and  Clerk  of  each  of  the  Boards  of  Super- 
visors of  the  Counties  where  real  estate  to  be  acquired  is  situ- 
ated, a  notice  of  such  hearing  at  least  eight  days  before  the 


44 


APPROVAL  OF  PLAX 


26th  day  of  June,  1908,  namely,  to  the  Chairman  and  Clerk 
of  the  respective  Boards  of  Supervisors  of  the  Comities  of 
Suffolk,  Nassau,  Westchester,  and  to  the  President  of  the 
Board  of  Aldermen  of  The  City  of  New  York,  and  to  the  City 
Clerk  of  The  City  of  New  York  for  the  Counties  of  Xew 
^'ork.  King's,  Queens  and  Richmond  ;  and 

\\'herea5.  The  said  notice  of  said  hearing  was  published  in 
all  of  the  papers  specified  and  referred  to  above,  being  the 
Citv  Record  and  the  B>rooklyn  Daily  Eagle,  the  Brooklyn 
Citizen,  the  Brooklyn  Standard  Union,  the  Brooklyn  Free 
Press  and  the  Brooklyn  Times,  being  the  corporation  news- 
papers published  in  Kings  county,  and  in  the  Xew  York 
Herald  and  Xew  York  Times,  being  two  newspapers  published 
in  Xew  York  county,  and  in  the  Democratic  Register  of 
Os>ining,  and  in  the  Eastern  State  Journal.  l)eing  two  news- 
papers pul)lislK'(l  in  \\\\stclicster  county,  inid  in  llie  Staten 
Lsland  \\'orl(l  and  ivichmond  County  ]  lerald.  l)eing  two  news- 
]:)a])ers  ])ublis]ied  in  Richmond  county,  and  in  the  Long  Island 
City  Star  and  the  Lon«;-  Island  Farmer,  being  two  news])apers 
]ni1j]ished  in  Oueens  county,  and  in  the  Xorth  1  lempstead 
Record  and  tlie  Rei)u1)lican,  being  two  newspa])ers  ]niblished 
in  Xassau  count}',  and  in  the  Riverhead  Xews  and  the  County 
Review,  being  two  newspapers  ptiblished  in  Suffolk  county  ;  all 
of  which  is  evidenced  by  tlie  affidavits,  certificates  and  docu- 
ments filed  in  the  office  of  the  Secretary  of  the  I'oard  of  ICsti- 
mate  and  Apjiortionment ;  and 

\Miereas,  On  tlie  2r)tli  day  of  June,  PJO«*^.  at  10:3{)  o'clock 
in  tile  forenoon,  in  l\oom  16  in  tlie  City  PTall,  Porough  of  Man- 
liattan.  City  of  Xew  York,  the  Hoard  of  Estimate  and  .\i)])or- 
tionment  met  jnu'suant  to  said  notice  and  a  ])ublic  hearing  was 
given  to  all  persons  interested  and  a  reasonable  opportunity  to 
be  heard  respecting  the  said  report,  ma]).  i)1an  and  ])rohle  was 
afforded  to  such  persons,  at  whicli  hearing  the  said  report,  ma]). 
])l.an  and  profile  were  considered  and  due  deliberation  was  liad  ; 
and  inan\-  liaving  appeared  in  opp()sition  t(^  said  re])ort,  map. 
])lan  and  j)rofi]e,  and  also  many  in  faxor  tliereof;  now.  there- 
fore, be  it 

Resolved.  Tliat  llie  I'nard  of  l\-tiniate  and  Apportionment 
hereby  aj)pr<)ves  and  adopts  the  said  rei)ort,  dated  June  S,  P)()8, 
and  the  said  niaj),  ])lan  .and  profile,  dated  I^'ebruary  25.  1^08, 
an(l  lierel))-  directs  that  said  map,  plan  and  profile  be  exe- 
cuted, si^iicc],  eerlificd  and  filed  as  direi'ted  in  Stniion  of 


BY  BOARD  OF  ESTIMATE  AND  APPORTIONMENT  45 


Chapter  724  of  the  Laws  of  1905,  as  amended,  and  hereby 
declares  the  same  to  be  the  final  map,  plan  or  plans  and  profile 
approved  and  adopted  by  the  Board  of  Estimate  and  Appor- 
tionment as  provided  for  in  said  section ;  and  be  it  further 

Resolved,  That  the  said  Board  make  application  by  petition 
in  writing  to  the  State  Water  Supply  Commission  as  speedily 
as  possible  for  the  approval  of  the  said  report,  map,  plan  and 
profile,  pursuant  to  Chapter  723,  Laws  of  1905,  as  amended, 
and  that  the  Corporation  Counsel  be  and  he  hereby  is  requested 
to  prepare  such  papers  and  to  take  such  steps  with  that  end  in 
view  as  may  be  proper. 

Affirmative — The  Mayor,  the  Comptroller,  the  President  of 
the  Board  of  Aldermen  and  the  Presidents  of  the  Boroughs  of 
Manhattan,  Brooklyn.  The  Bronx,  Queens  and  Richmond— 16. 


46 

BEFORE  THE  STATE  WATER  SUPPEV  CO^r^FL^SIOX 


L\  THE  ^Iatter 
of 

the  application  of  The  City  of  New  York  to  the 
State  Water  Supply  Commission  for  the  ap- 
proval of  the  report  of  the  Board  of  Water 
Supply  of  The  City  of  New  York  to  the  Board 
of  Estimate  and  Apportionment  of  The  City  of 
New  York,  dated  June  8,  1908,  recommending 
the  development  of  the  underground  sources  of 
water-suppl}'  in  Suffolk  county,  Long  Lsland, 
New  York,  and  for  the  approval  of  the  map,  plan 
and  profile  accompanying  said  report  and  dated 
February  25,  1908,  and  entitled:  "Board  of 
Water  Supply  of  The  City  of  New  York.  Map 
and  Profile  Showing  ^Manner  of  Obtaining  from 
Suffolk  County  an  Additional  Supply  of  Water 
for  The  City  of  New  York." 


To  the  State  Water  Supply  Cotn))nssio}i  : 

The  City  of  New  York  hereby  respectfully  makes  applica- 
tion by  petition  in  writing  to  the  State  Water  Supply  Com- 
mission, pursuant  to  the  provisions  of  Chapters  723  and  724  of 
the  Laws  of  1905  and  the  acts  amendatory  thereof  and  sui)ple- 
mental  thereto,  and  shows  as  follows : 

(1)  The  City  of  New  York  is  a  municii)al  cor])oration 
organized  and  existing  in  the  State  of  New  York  by  virtue  of 
its  ancient  charters  and  the  Laws  of  the  Colony  of  New  York 
and  the  Laws  of  the  State  of  New  York. 

(2)  Pursuant  to  Chapter  724  of  the  Laws  of  1905,  and  on 
or  about  June  9,  1905,  the  Mayor  of  The  City  of  New  York 
apjKjinted  J.  Edward  Simmons,  Charles  N.  Chadwick  and 
Charles  A.  Shaw  to  be  a  Board  or  Commission  to  be  called 
Board  of  Water  Supply  of  The  C'ity  of  New  York.  The  said 
Commissioners  duly  qualified  and  entered  upon  the  perform- 
ance of  their  duties  on  or  about  the  said  date  and  have  since 
continued  to  hold  their  said  offices  and  to  perform  the  duties 
thereof  except  that  on  January  28,  1908,  the  said  J.  lid  ward 


Petition 


STATE   WATER  SUPPLl 


COMMISSION 


47 


Simmons  resigned  his  said  office  and  on  January  30,  1908,  John 
A.  Bensel  was  appointed  by  said  Alayor  to  act  as  such  Commis- 
sioner, and  on  January  31,  1908,  said  John  A.  Bensel  duly 
qualified  and  entered  upon  the  discharge  of  his  duties  and  has 
ever  since  continued  to  hold  said  office  and  perform  the  duties 
thereof. 

(3)  The  Board  of  Water  Supply  proceeded  pursuant  to 
said  statutes  and  made  such  surveys,  maps,  plans,  specifica- 
tions, estimates  and  investigations  as  they  deemed  proper  in 
order  to  ascertain  the  facts  as  to  what  sources  for  an  additional 
supply  of  pure  and  wholesome  water  for  The  City  of  New 
York  exist  and  are  most  available,  desirable  and  best  for  the 
said  City,  and  under  date  of  June  8,  1908,  reported  to  the 
Board  of  Estimate  and  Apportionment  of  The  City  of  New 
York  recommending  the  development  of  the  underground 
sources  of  water-supply  in  Suffolk  count}',  l^ong  Lsland,  New 
York.  A  copy  of  said  report  is  hereto  annexed,  marked  "  A," 
and  is  made  a  part  of  this  i)etition.  Accompanying  said  report 
was  a  map,  plan  and  profile  dated  February  25,  1908,  entitled 
"  Board  of  Water  Supply  of  The  City  of  New  York.  Map 
and  Profile  Showing  Manner  of  Obtaining  from  Suffolk 
County  an  Additional  Supply  of  Water  for  The  City  of  New 
York."  Said  map,  plan  and  profile  was  duly  signed  by  said 
Commissioners  and  their  engineers.  Said  map,  plan  and  pro- 
file and  the  other  papers  and  documents  accompanying  this 
application  form  an  exhibit  of  maps  of  lands  to  be  acquired 
and  profiles  thereof  showing  the  sites  and  areas  of  the  ])roposed 
reservoirs  and  other  works,  the  profiles  of  the  aqueduct  lines 
and  the  flow  lines  of  the  water  when  impounded,  also  plans 
and  surveys  and  abstracts  of  official  reports  relating  to  the 
same,  showing  the  need  of  The  City  of  New  York  for  the  de- 
velopment of  the  underground  waters  of  Suffolk  county  as  a 
source  of  supply  for  The  City  of  New  York  and  the  reasons 
therefor.  This  petition  is  accompanied  by  proof  as  to  the  char- 
acter and  purity  of  the  watcr-sup])ly  proposed  to  be  actpiired. 

(4j  The  Board  of  Estimate  and  Api)ortionment,  upon  the 
receipt  of  said  report,  map,  ])lan  and  ])rofile  and  prior  to  the 
adoption  thereof,  difl  afford  to  all  persons  interested  a  reason- 
able opportunity  to  be  heard  respecting  the  same  and  did  give 
reasonable  public  notice  of  such  hearing  whereat  testimony 
might  be  produced  l)y  the  i)arties  appearing  in  such  manner  as 
the  TVrard  of  F^stimate  and  Aj)i)ortionnient  might  determine. 


AS 


PETIT!  OX    TO  THT 


On  June  12,  1908,  the  lioard  of  Estimate  and  Apportionment 
adopted  a  resolution  in  the  following  terms : 

"  Whereas.  The  l)oard  of  Water  Supply  of  The  City  of 
New  York,  pursuant  to  Chapter  724  of  the  Laws  of  1905,  and 
the  acts  amendatory  thereof  and  supplemental  thereto,  have 
made  such  surveys,  majis.  plans,  specifications,  estimates  and 
investigaticns  as  they  deemed  proper  in  order  to  ascertain  the 
facts  as  to  what  sources  i(^r  an  additional  supply  of  pure  and 
wholesome  water  for  Tlie  City  of  Xew  York  exist  and  are 
most  available,  desirable  and  best  for  the  said  City  ;  and 

"  Whereas,  The  said  Lk:>ard  have  reported  to  the  Board  of 
Estimate  and  Apportionment,  under  date  of  June  8,  1908. 
recommending  the  development  of  the  underground  sources  of 
water-su])ply  in  Suffolk  county.  Long  Island.  Xew  York;  and 

*■  Whereas,  The  l^oard  of  Water  Supply  have  submitted 
with  said  report  a  map,  j^lan  and  ])rohle,  dated  February  25. 
1908,  and  entitled  '  Board  of  Water  Supply  of  The  City  of 
Xew  York.  Map  and  IVohle  Showing  Manner  of  Obtaining 
from  Suffolk  Coimty  an  Additional  Su])ply  of  Water  for  The 
City  of  Xew  York  ' ;  now,  therefore,  be  it 

"Resolved,  That  the  2r)th  day  of  June,  1908.  at  10:30 
o'clock  in  the  forenoon,  at  Room  Xo.  16,  in  the  City  Ilall. 
I»orough  of  Manhattan.  City  of  Xew  ^^)rk.  be  fixed  as  the 
time  and  place  for  a  ])ublic  hearing  ui)on  the  said  re]X)rt.  map. 
plan  and  profile,  and  that  notice  be  gi\  en  of  stich  ptiblic  hear- 
ing by  ])ublication  in  the  City  Record,  the  corporation  news- 
papers (published  in  Kings  county),  and  in  two  newspapers 
])ublished  in  e'ach  of  the  cotmties  of  Suff'olk.  Xassau.  (Jueens. 
Kichmnnd.  Xew  ^'ork  and  Westchester,  said  ])ul)licati( >n  to 
commence  'J^iesday,  Jime  U).  1908,  and  to  be  continued  in 
each  issue  of  each  of  said  pai)ers  \o  and  including  June  26, 
1908,  the  date  hereby  hxed  for  said  hearing;  such  notice  being 
hereby  declared  to  be  reasonable  public  notice  of  such  hearing; 
and  be'  it  further 

"  Resf)lve(l,  That  the  Secretary  of  this  l^oard  is  hereby  di- 
rected to  give  stich  notices  as  are  jjrovided  for  in  said  statutes 
and  as  he  may  be  advised  by  the  (Corporation  Counsel,  with 
whom  lie  is  directed  to  confer  in  regard  to  this  matter." 

(S)  Pursuant  to  the  terms  of  said  resolution  a  notice  of 
.•^aid  public  hearing  on  June  26.  1908.  was  duly  published  in 
the  City  Record,  and  in  the  T.rooklyn  Daily  I'-agle,  the  P>rook- 
Ivn  Citizen,  the   i^.rooklyn   Standard-Cnion.  the  P.rooklyner 


STATE   WATER  SUPPEY  COMMISSION 


49 


P'reie  Presse  and  the  Brooklyn  Times,  being  the  corporation 
newspapers  piibHshed  in  Kings  county,  and  in  the  Xew  York 
Herald  and  the  Xew  York  Times,  being  two  newspapers  pub- 
lished in  X^ew  York  county,  and  in  the  Democratic  Register  of 
Ossining  and  in  the  Eastern  State  Journal,  being  two  news- 
papers published  in  \\'estchester  county,  and  in  the  Staten  Is- 
land World  and  the  Richmond  County  Herald,  being  two  news- 
papers published  in  Richmond  county,  and  in  the  Long  Island 
City  Star  and  the  Jamaica  Farmer,  being  two  newspapers  pub- 
lished in  Queens  county,  anfl  in  the  Xorth  Hempstead  Record 
and  the  Republican,  being  two  newspapers  published  in  X^assau 
coimty,  and  in  the  Riverhead  Xews  and  the  County  Review, 
being  two  newspapers  published  in  Suffolk  county.  Xotice  of 
said  public  hearing  on  June  26,  1908,  was  also  duly  given  pur- 
suant to  the  provisions  of  Section  3  of  Chapter  724  of  the 
Laws  of  1905.  as  amended,  by  mailing  to  the  Chairman  and 
Clerk  of  the  Board  of  Supervisors  of  each  county,  where  the 
real  estate  to  be  acquired  is  situated,  a  notice  of  such  hearing 
at  least  eight  days  before  the  tinie  named  in  the  said  notice, 
the  said  counties  being  Suft'olk,  Xassau  and  Westchester;  said 
notices  being  also  mailed  to  the  President  of  the  Board  of 
Aldermen  of  The  City  of  Xew  ^'()rk.  and  lo  the  City  Clerk  of 
the  City  of  Xew  York,  in  behalf  of  the  counties  of  Xew  York, 
Kings,  Queens  and  Richmond,  there  being  no  Board  of  Super- 
visors in  any  of  said  four  counties.  All  of  said  facts  will  more 
fully  appear  from  the"  records  on  file  in  the  office  of  the  Secre- 
tary of  the  Board  of  Estimate  and  Ap])ortionment.  all  of  which 
the  |)etiti()ner  lierein  begs  leave  to  refer  to  and  to  produce. 

(6)  Said  hearing  before  the  Board  of  Estimate  and  Ap- 
portionment was  duly  had  on  June  26.  1908,  at  10.30  o'clock 
in  the  forenoon,  at  Room  16.  in  tlie  Cit\-  Ilall,  P>orough  of 
Manhattan.  City  of  Xew  York,  being  the  time  and  place  duly 
set  therefor.  At  said  liearing  the  Board  of  Estimate  and  Ap- 
portionment, liax  ing  lieard  all  who  ap])eared  in  opposition  to 
the  a})proval  of  the  said  report,  ma]),  ])lan  and  profile,  and  all 
who  appeared  in  favor  thereof,  after  due  deliberation  adopted 
a  resolution  approving  and  adopting  the  said  report,  map,  plan 
and  profile*.    Said  resolution  is  as  follows : 

"  Whereas,  The  I'oard  of  Water  Supply  of  The  City  of 
Xew  York,  i)ursuant  to  Chapter  724,  Laws  of  1905,  as 
amended,  have  made  such  surveys,  maps,  plans,  specifications, 
estimates  and  investigations  as  they  deemed  proper  in  order  to 


50 


FETITIOX   TO  THE 


ascertain  the  facts  as  to  what  sources  where  an  additional  sup- 
ply of  pure  and  wholesome  water  for  The  City  of  New  York 
exist  and  are  most  available,  desirable  and  best  for  the  said 
supply  ;  and 

**  Whereas,  The  said  Board  of  Water  Supply  have  reported  to 
the  Board  of  Estimate  and  Apportionment  under  date  of  June 
8,  1908,  recommending  the  development  of  the  underi^round 
sources  of  water-supply  in  Suffolk  county,  Long  Island,  New 
York,  and  have  presented  to  the  Board  of  Estimate  and  Ap- 
portionment, with  said  report,  a  map,  plan  and  profile  dated 
February  25,  1908,  and  entitled  '  lioard  of  Water  Supply  of 
The  City  of  Xew  York.  Maj)  and  Profile  Showing  ^Manner 
of  Obtaining  from  Suffolk  County  an  Additional  Supply  of 
Water  for  The  City  of  Xew  York and 

"  Whereas,  The  Board  of  Estimate  and  Api)ortionment 
upon  the  receipt  of  the  said  report  and  the  said  map,  plan  and 
profile,  and  on  the  12th  day  of  Jime,  1908,  adopted  a  resolution 
that  June  26,  1908,  at  10.30  o'clock  in  the  forenc^on  at  Room 
16  in  the  City  Hall,  l)Or()ugh  of  Manhattan,  Ciiy  of  Xew  ^^)rk. 
be  fixed  as  the  time  and  place  for  the  public  hearing  upon  the 
said  report,  map,  plan  and  ]:)rofile,  and  that  notice  be  given  of 
such  ])ublic  hearing  by  publication  in  the  City  Kect^rd  and  the 
corporation  newspapers  published  in  Kings  comity  and  in  two 
newspapers  published  in  each  of  the  comities  of  Suffolk,  Xas- 
sau,  Queens,  Richmond,  Xew  ^'ork  and  Westchester,  such  pub- 
lication to  commence  Tuesday,  June  \(\  1*)08,  and  to  l)c  con- 
tinued in  each  issue  of  each  of  said  pai)ers  to  and  including 
June  26,  1908,  such  notice  being  by  said  resolution  declared 
to  be*  reasonable  public  notice  of  such  hearing  :  and 

"  \Miereas,  The  r)oard  of  Estimate  and  .\])i)ortionmeut  in 
order  to  afford  to  all  persons  interested  a  reasonable  o])])or- 
tunity  to  be  heard  respecting  the  said  rep;)rt.  map.  plan  and 
profile,  have  given  reasonable  public  notice  of  such  hearing 
and  in  addition  have  gi\en  notice  of  such  hearing  by  mailing 
to  the  Chairman  and  Clerk  of  each  of  the  T.oards  of  Super- 
visors of  the  counties  where  real  estate  to  be  accjuired  is 
situated,  a  nut  ice  of  such  hearing  at  least  eiglit  daxs  before  the 
26lh  da\'  of  Juni-.  l'H)S.  namely,  to  the  Chairman  and  Clerk 
of  the  respective  lioards  of  Supervisors  of  the  Counties  of 
Suffolk.  Xassau.  Westchester,  and  to  tin-  rresidenl  of  the 
P.oard  of  Aldermen  of  The  City  of  New  N'<»rk,  and  to  the 
City  Clerk  ..f  '|"lie  City  of  Xew  York  for  the  Counties  of 
New  York.  Kint^s.  (  jueens  and  Kichmond  ;  and 


STATE   WATER  SUPPLY  COMMISSION 


51 


"  Whereas,  The  said  notice  of  said  hearing  was  published 
in  all  of  the  papers  specified  and  referred  to  above,  being  the 
City  Record  and  the  Brooklyn  Daily  Eagle,  the  Brooklyn 
Citizen,  the  Brooklyn  Standard-Union,  the  Brooklyn  Free 
Press  and  the  Brooklyn  Times,  being  the  corporation  news- 
papers published  in  Kings  county,  and  in  the  New  York  Herald 
and  New  York  Times,  being  two  newspapers  published  in  New 
York  county,  and  in  the  Democratic  Register,  of  Ossining,  and 
in  the  Eastern  State  Journal,  being  two  newspapers  published 
in  Westchester  county,  and  in  the  Staten  Island  \\^orld  and 
Richmond  County  Herald,  being  two  newspapers  published  in 
Richmond  county,  and  in  the  Long  Island  City  Star  and  the 
Long  Island  Farmer,  being  two  newspapers  published  in  Queens 
county,  and  in  the  North  Hempstead  Record  and  the  Republi- 
can, being  two  newspapers  published  in  Nassau  county,  and  in 
the  Riverhead  News  and  the  County  Review,  being  two  news- 
papers published  in  Suffolk  county,  all  of  which  is  evi- 
denced by  the  affidavits,  certificates  and  documents  filed  in  the 
office  of  the  Secretary  of  the  Board  of  Estimate  and  Appor- 
tionment ;  and 

"  Whereas,  On  the  26th  day  of  June,  1908,  at  10:30  o'clock 
in  the  forenoon  in  Room  16  in  the  City  Hall,  Borough  of 
Manhattan,  City  of  New  York,  the  Board  of  Estimate  and 
Apportionment  met,  pursuant  to  said  notice  and  a  public  hear- 
ing was  given  to  all  persons  interested  and  a  reasonable  oppor- 
tunity to  be  heard  respecting  the  said  report,  map,  plan  and 
profile  was  afforded  to  such  persons,  at  which  hearing  the  said 
report,  map,  plan  and  profile  were  considered  and  due  delibera- 
tion was  had ;  and  many  having  appeared  in  opposition  to  said 
report,  map,  plan  anrl  profile,  and  also  many  in  favor  thereof ; 
now,  therefore,  be  it 

"  Resolved,  Tliat  the  I)oard  of  Estimate  and  Apportionment 
hereby  approves  and  adopts  the  said  report,  dated  June  8, 
1908,  and  the  said  map,  i)lan  and  profile,  dated  February  25, 
1908,  and  hereby  directs  that  the  said  map,  plan  and  profile  be 
executed,  signed,  certified  anrl  filed  as  directed  in  Section  3  of 
Chapter  724  of  the  Laws  of  1905,  as  amended,  and  hereby 
declares  the  same  to  be  the  final  map,  plan  or  plans  and  profile 
approved  and  adopted  by  the  Board  of  Estimate  and  Appor- 
tionment as  provided  for  in  said  section  ;  and  be  it  further 

"  Resolved,  That  the  said  Board  make  aj)plication  by  peti- 
tion in  writing  to  the  State  Water  Supply  Commission  as 


52 


PETITIOX   TO  THE 


speedily  as  possible  for  the  approval  of  the  said  report,  map, 
plan  and  profile,  pursuant  to  Chapter  723,  Laws  of  1905,  as 
amended,  and  that  the  Corporation  Counsel  be  and  he  hereby  is 
requested  to  prepare  such  papers  and  to  take  such  steps  with 
that  end  in  view  as  may  be  proper." 

(7)  After  the  approval  and  adoption  of  said  report,  map, 
plan  and  profile,  the  said  map  was  duly  executed  in  quadrupli- 
cate. One  thereof  accompanies  this  petition  and  is  intended  to 
be  filed  herewith  and  made  a  part  hereof.  A  second  remains 
on  file  witli  the  Clerk  of  the  Board  of  Estimate  and  Appor- 
tionment. A  third  is  placed  on  file  in  the  office  of  the  lioard  of 
W'ater  Sup])ly.  A  fourth  is  filed  in  the  office  of  the  Commis- 
sioner of  W'ater  Supply,  Gas  and  Electricity  of  The  City  of 
X"ew  York.  A  certified  copy  of  said  map  is  filed  in  the  office 
of  the  Count}'  Clerk  or  Register  of  each  of  the  counties  in 
which  the  real  estate  affected  thereby  is  situated.  A  copy  of 
the  said  rejjort  of  the  Board  of  W'ater  Supi)ly  of  The  City  of 
Xew  York  to  the  Board  of  Estimate  and  Apportionment,  dated 
June  8,  1908,  is  also  herewith  presented,  together  witli  an 
abstract  of  official  rei)orts  relating  to  the  (levelo})ment  of  the 
underground  waters  of  Suffolk  county,  and  showing  the  need 
for  the  development  of  said  sources  for  The  City  of  Xew  York 
and  the  reasons  therefor.  In  addition.  The  City  of  Xew  ^'ork 
herewith  presents  a  plan  or  scheme  to  determine  and  provide 
for  the  pa}inent  of  the  proper  compensation  for  any  and  all 
damages  to  persons  and  property,  wdiether  direct  or  indirect, 
which  will  result  from  the  ac(|uiring  of  said  lands  and  the 
execution  of  said  j)lans.  All  of  said  matters  will  be  more  fully 
shown  in  ihe  j)rocee(lings,  ])apers  and  documents  which  will  l)e 
produced  at  the  hearing  before  the  State  W'ater  Sup])ly  Com- 
mission. 

(8)  'j'hc  j)r()posed  development  of  the  underground  s(^urces 
of  water-sup])ly  in  Suffolk  county  and  the  execution  of  the 
plans  herewith  presented  are  justified  by  public  nece>-ity  and 
are  jn^t  and  ecjuitable  to  the  other  mnnici])alities  and  c'wW  divi- 
sions of  the  Stale  afi'ected  thereby  and  to  the  inhabitants  tliere- 
()f,  particular  consideration  being  given  to  their  j)re>ent  and 
future  necessities  for  sources  (d*  waler-suppl\ . 

(9)  The  plan  or  scheme  to  determine  and  provide  for  the 
pavment  of  proper  compensation  for  any  and  all  damages  to 
])ersoiis  or  j)roj)C'rtv.  whether  direct  or  indirect,  which  will 
result  from  the  actjuiring  of  the  said  lands  .'iiid  the  execution 


STATE   WATER  SUPPLY  COMMISSION  53 


of  the  said  plans,  is  to  purchase  the  said  lands  and  to  secure 
conveyances  and  releases  thereof  if  the  amount  can  be  agreed 
upon,  and  if  not  to  acquire  the  same  by  condemnation  proceed- 
ings, as  provided  in  Chapter  724  of  the  Laws  of  1905  and  the 
acts  amendatory  thereof  and  supplemental  thereto.  The  City 
of  Xew  York  is  of  abundant  financial  responsibility  to  pay  any 
and  all  of  the  aforesaid  damages  and  the  Board  of  Estimate 
and  Apportionment  of  The  City  of  Xew  York  has  unanimously 
approved  the  report  of  the  Board  of  Water  Supply  of  The  City 
of  Xew  York  setting  forth  the  estimated  cost  of  the  whole 
project  of  developing  the  underground  sources  of  water-supply 
of  Suffolk  county,  in  order  to  provide  means  for  paying  all 
just  claims  which  may  arise  against  it,  growing  out  of  the 
construction  of  the  necessary  works  and  the  acquisition  of  the 
necessary  lands.  It  is  proposed  to  pay  all  such  claims  from 
the  proceeds  of  Corporate  Stock  to  be  issued  from  time  to 
time  by  the  Comptroller  when  thereto  authorized  by  the  Board 
of  Estimate  and  Apportionment. 

Wherefore,  The  City  of  X'^ew  ^'ork  hereby  makes  applica- 
tion by  petition  in  writing  to  the  State  Water  Supply  Commis- 
sion for  the  approval  of  the  said  report,  map,  plan  and  profile, 
and  has  caused  this  petition  to  be  subscribed  by  its  acting 
Mayor  and  by  its  City  Clerk  and  its  seal  to  be  affixed  hereto 
this  28th  day  of  July,' 1908. 

P.  F.  McGOWAX, 
( s.)  Acting  Mayor. 

P.  T.  SCULLY, 

Citx  Clerk. 

W^r.  p.  BURR, 

Acting  Corporation  Concise!. 


54 


State  of  Xew  York,  ^ 
County  of  Xew  York,  [>ss.  : 
City  of  Xew  York,  J 

On  the  28th  day  of  July,  in  the  year  1908,  before  nie  per- 
sonally came  P.  J.  Scully,  with  whom  I  am  personally  ac- 
quainted, and  who  is  known  to  me  to  be  the  City  Clerk  of  The 
City  of  Xew  York,  who  being  by  me  duly  sworn  did  depose 
and  say : 

I  reside  in  the  r)Orough  of  Manhattan,  City  of  X^ew  York. 
I  am  City  Clerk  of  The  City  of  Xew  York,  the  corporation 
described  in  and  which  executed  the  foregoing  petition.  I  know 
the  seal  of  said  corporation.  The  seal  affixed  to  said  petition 
is  such  corporate  seal.  It  was  thereto  affixed  by  due  authority 
of  said  corporation,  and  I  signed  my  name  thereto  as  City  Clerk 
by  like  authority.  I  know  Patrick  F.  ^IcGowan  and  know  him 
to  be  the  person  described  in  and  who  as  Actinc^  Mayor  of 
The  City  of  Xew  York  executed  said  petition.  I  saw  him  sub- 
scribe and  execute  the  same,  and  he  acknowledged  to  me,  the 
said  P.  J.  Scully,  that  he  executed  and  delivered  the  same,  and 
I  thereupon  subscribed  my  name  thereto. 

JOllX  H.  CA.MALDl, 

Notary  Public. 
AVtc  York  Couuty. 


55 


Babylon,  X.  Y.,  February  25.  1908. 

J.  Waldo  Smith,  Esq., 

Chief  Engineer,  Board  of  Water  Supply, 
299  Broadway. 

Xew  York  City. 

Sir: 

In  accordance  with  your  instructions,  the  following  report 
is  submitted  on  the  water-supply  sources  of  Long  Island,  with 
particular  reference,  first  to  the  immediate  need  of  an  addi- 
tional supply  for  the  Borough  of  Brooklyn ;  second,  to  the 
amount  of  water  available  from  tlie  present  sources  of  supply; 
and  third,  to  the  yield  and  the  probable  cost  of  developing 
the  Suffolk  County  ground-waters. 

The  needs  of  Queens  borough  have  not  been  considered 
in  detail  in  this  report.  While  this  part  of  the  City  is,  in 
some  districts,  imperfectly  supplied  with  water,  there  appears 
to  be  sufficient  area  within  the  borough  from  wliich  to  draw 
all  the  water  that  may  be  required  during  the  next  few  years, 
until  a  large  supply  can  be  introduced  from  the  Catskill  or 
from  the  Suffolk  County  sources. 

This  report  embodies  the  results  of  studies  and  investiga- 
tions that  have  been  made  under  your  direction  since  the  or- 
ganization of  the  Long  Island  department  in  October,  1906. 

CDXCLLSIOXS  IX  B.KTLF 

If  the  present  annual  increase  in  the  consumption  of  water 
in  Brooklyn  continues,  this  borough,  the  second  largest  in  X^evv 
York  City,  must  soon  face  a  serious  water  famine.  Frequent 
shortages  in  supply  have  indeed  taken  place  since  the  intro- 
duction of  a  public  water-supply  in  1(S58,  notably  in  the  fall 
of  1905,  when  the  higher  portions  of  the  borough  suffered 
severely  from  lack  of  water.  All  efforts  made  at  such  times 
to  curtail  the  waste  in  the  distribution  system  have  not  pre- 
vented a  steady  increase  in  the  use  of  water.  Prompt  meas- 
ures must  therefore  be  taken  at  once  to  increase  the  water- 


56 


REPORT  Of  Jr.  E.  SPEAR 


supply  of  Brooklyn  if  great  hardship  or  even  disaster  is  to  be 
averted. 

Yield  of  I'resext  Brooklyn  Water-Works 

The  average  daily  supply  of  water  furnished  the  Borough 
of  Brooklyn  in  1907  from  all  municipal  and  private  sources 
was  145  million  gallons,  of  which  85  per  cent,  was  supplied 
by  the  Ridgewood  system  from  southern  Queens  and  Nassau 
county  and  15  i)er  cent,  by  small  private  and  municipal  works 
within  the  borough  limits.  The  estimated  population  of  Brook- 
lyn borough  is  1.470.000.  so  that  the  per  capita  consumption 
is  now  98.6  gallons  per  day. 

This  is  less  than  that  of  the  other  large  boroughs  of  the 
City,  and  may  be  accounted  for  by  the  relatively  smaller  tran- 
sient population,  the  insufficient  water-sup])ly  of  the  past  years 
and  the  reduced  pressure  tliat  has  been  maintained  in  the  mains 
of  the  distributing  system. 

The  present  municij)al  and  ])rivatc  water-works  cannot 
safely  \iel(l  during  a  period  of  years  of  even  normal  rainfall 
more  than  135  million  gallons  ])er  day.  //  tlic  nr.vt  fcz^.'  years 
be  a  period  of  deficient  rainfall,  these  works  sJioiild  not  he 
expected  to  proz'ide  over  120  million  (/allons  per  day. 

The  term  "  safe  yield."  as  ai)plied  to  the  collecting  works 
of  the  Brooklyn  system  in  southern  Long  Island,  is  intended 
to  mean  that  portion  of  the  natural  seaward  flow  of  the  water 
from  the  upland  watersheds  that  may  be  intercei)ted  without 
overdrawing  storage  or  pumj)ing  in  sea-water  from  the  ad- 
jacent ba>s  through  the  ])()roiis  sands  and  gravels.  The  yields 
given  on  this  and  succeeding  l)ages  are  intended  to  be  con- 
servative; larger  vields  may  be  obtained,  but  at  the  ex])ensc 
of  reducing  tlie  ftiture  yiehl  and  ini])airing  the  (|uality  of 
the  su])])!)-. 

Works  \ow  r.i-.ixc  C'oNSTRrciKi) 

W  ith  the  additional  works  whicli  are  now  under  construc- 
tion by  tlie  I)ei)artment  of  Water  Sup])ly.  and  whicli  should 
be  completed  before  the  end  of  the  present  year,  tiie  total  sup- 
ply of  iirooklyn  borough  for  years  of  normal  rainfall  will  be 
increased  to  U)()  million  gallons  i)er  daw 

Purina  xears  of  loze  raijifall.  hozeerer.  the  entire  system, 
inclitdina  the  nezc  zeorks.  can)iot  he  depended  upon  to  supply 
more  than  140  million  (/allons  per  day.  This  is  evidently  less 
than  the  consumption  of  T.rooklyn  borongh  in  1^K)7. 


COXCLUSIOXS  IX  BRIEF 


57 


Total  Yield  of  Readily  Available  Sources  in  Western 

LoxG  Island 

By  the  more  complete  development  of  the  ground-waters 
of  the  Ridgewood  system  and  the  construction  of  three  addi- 
tional driven-well  stations  in  Brooklyn  borotigh,  it  would  be 
possible  to  so  increase  the  present  supply  that  there  would  be 
available,  during  years  of  normal  rainfall,  a  total  supply  of 
195  million  gallons  per  day. 

This  supply  would  provide  for  the  natural  increase  in  the 
consumption  of  Brooklyn  borough  up  to  the  year  1913,  if 
this  increase  continues  at  the  present  rate.  Should,  hoivever, 
a  period  of  lozv  rainfall  now  ensue,  the  complete  zvorks  might 
not  yield  more  than  170  million  gallons  per  day,  which  at  the 
present  rate  of  increase  in  consumption  would  not  suffice 
beyond  the  year  1910. 

Relief  from  New  Sources  in  1912 

Under  the  most  favorable  circumstances  that  may  reason- 
ably be  expected,  with  a  normal  rainfall  and  the  immediate 
construction  of  works  to  develop  the  entire  yield  of  the  avail- 
able sources  in  western  Long  Island,  the  continued  increase  in 
consumption  at  the  present  rate  demands  the  introduction  of 
an  additional  supply  of  water  into  Brooklyn  borough  from  new 
sources  by  the  year  1912.  If,  however,  a  series  of  dry  years 
should  occur,  soiue  additional  water  must  be  supplied  by  the 
year  1910. 

The  Catskill  sources  cannot  be  made  axailablc  in  time  to 
avert  this  impending  shortage  of  water,  since  the  first  supply 
from  the  works  now  under  construction  can  hardly  be  deliv- 
ered to  the  llorough  of  r)rooklyn  before  1916.  and,  perhaps, 
not  until  several  years  later. 

Suffolk  County  Ground-Water  Sources 

If  the  ground-waters  of  Suffolk  county  were  available, 
they  could  be  cheaply  and  quickly  developed  to  provide  an 
emergency  supply  for  the  relief  of  Brooklyn  borough,  and  they 
could  be  made  to  eventually  furnish  to  New  York  City  a  large 
permanent  suj)ply  of  excellent  water  for  domestic  and  com- 
mercial uses. 

An  average  supply  of  250  million  gallons  per  day  could 
safely  be  obtained  from  a  catchment  area  of  v332  square  miles 


58 


REPORT  OF  jr.  E.  SPEAR 


in  southern  Suffolk  county  and  the  Peconic  valley.  This  sup- 
ply could  be  appropriated  from  the  large  volumes  of  ground- 
water now  running-  to  waste  there,  without  material  injury  or 
annoyance  to  local  interests.  The  total  cost  of  the  works  to 
obtain  this  supply,  delivered  into  the  distribution  system  of 
Brooklyn  borough,  is  estimated  at  $47,173,000. 

The  works  in  southern  Suffolk  county  would  be  built  from 
Amityville  to  Quogue  on  a  line  nearly  parallel  with  the  south 
shore  of  Long  Island,  somewhat  back  from  the  populous 
villages  and  the  salt  waters  of  the  south  shore  bays,  in  country 
but  sparsely  settled,  and  covered  to  a  large  extent  with  low 
growths  of  scrub  oak  and  pine.  The  ground-waters  would  be 
gathered  on  this  line  by  means  of  suitable  wells.  100  to  200 
feet  in  depth,  and  500  to  1,000  feet  apart,  which  would  be 
driven  in  the  center  of  a  right-of-way  600  to  1.000  feet  wide. 
The  supply  from  the  Peconic  valley  would  be  similarly  collected 
on  the  south  bank  of  the  Peconic  river  between  Riverhead  and 
Calverton.  This  supply  would  be  pumped  over  to  the  south 
shore  and  conveyed  to  the  City,  mingled  with  the  waters  of 
southern  Suft'olk  county,  in  a  continuous  gravity  acjueduct  of 
concrete  masonry.  A  large  pumping-station  at  the  end  of  this 
aqueduct,  near  the  present  Ridgewood  pumping-station,  in 
Brooklyn  borough  would  deliver  the  supply  into  a  covered 
distributing  reservoir  or  directly  into  the  City  mains. 

When  these  works  are  completed  and  the  demand  for  water 
in  the  City  approaches  the  average  yield  of  the  Suffolk  County 
watersheds,  it  is  proposed,  later,  to  construct  three  branch 
lines  into  the  center  of  the  island  to  secure  storage  from  the 
deep  gravels  there,  in  order  to  avoid  pumping  the  wells  deeply 
on  the  main  south  shore  line,  during  ])erio(ls  of  deficient  rain- 
fall. 

Works  to  P)K  I'i  ii.t  Imrst 

The  complete  works  outlined  above,  for  the  development 
of  the  entire  water-supply  need  not  be  built  for  some  years. 
For  the  present,  it  is  proposed  to  construct  only  tlie  first  15 
miles  of  the  collecting  works  in  Suffolk  county  as  far  as  (ireat 
River  to  secure  a  supi)ly  of  70  millii»n  liallons  per  (la\-.  and 
the  transj)ortation  works  by  which  to  deliver  this  supi)ly  to 
the  distril)uli()n  system  of  P>rooklyn  borough.  The  works  at 
this  first  stage  of  construction,  including  the  large  masonry 
a(|ueduct  of  full  capacity  for  the  final  development,  are  esti- 
mated to  cost  $21,742,000.  and  could  be  completed  within  three 


COXCLUSIONS  IN  BRIEF 


59 


or  four  years  after  beginning  work.  The  remainder  of  the 
works  would  be  built  by  successive  stages  at  intervals  of  five 
or  six  years,  as  the  supply  is  needed  to  meet  the  increasing 
consumption  of  the  City. 

Emergency  Supply  from  Suffolk  County 

A  portion  of  the  first  supply  of  70  million  gallons  per  day 
might  even  be  delivered  to  Brooklyn  borough  within  two  years 
from  the  time  of  beginning  work  in  Suffolk  county,  if,  at  the 
end  of  that  period,  the  Department  of  Water  Supply  has  com- 
pleted the  proposed  extension  of  the  72-inch  pipe-line  and  built 
the  proposed  pumping-stations  at  Alassapequa  and  Wantagh. 
By  first  building  the  Suft'olk  County  aqueduct  from  the  new 
gathering  grounds  to  Massapequa,  and  utilizing  from  Alassa- 
pequa  to  Brooklyn  the  surplus  capacity  of  the  new  transporta- 
tion works  proposed  by  the  Department  of  Water  Supply,  for 
which  plans  are  already  made,  an  emergency  supply  of  perhaps 
50  million  gallons  per  day  could  be  delivered  from  Suffolk 
County  two  years  before  the  long  masonry  aqueduct  to  Brook- 
lyn could  be  finished.  It  is  estimated  that  the  Sufl'olk  County 
works,  at  this  preliminary  stage  of  construction  would  cost, 
exclusive  of  the  proposed  expenditures  of  the  Department  of 
Water  Supply,  $7,153,000. 

Cost  of  Suffolk  County  Supply 

The  estimates  on  the  amount  of  water  that  would  be  avail- 
able, the  total  expenditure  at  each  stage  of  construction,  and  the 
cost  of  the  water  per  million  gallons  delivered  into  the  mains 
of  Brooklyn  borough  are  shown  below : 


Cost  of  Water  Per 
Average  Supply      Total  Estimated       Million  Gallons 
Stage  of  in  Million  Cost  of  Works  Delivered  in 

Construction      Gallons  Per  Day       at  this  Stage         Brooklyn  Borough 


Preliminary   60  87  153.000  *$37.78 

1   70  21.742.000  **62.21 

2   150  30,202,000  44.53 

3   220  38.355.000  40.12 

4   250  40.479,000  39.24 

5   250  47,173.000  44.18 


♦This  cost  does  not  include  fixed  charges  on  the  pumping-stations  and  the  steel- 
pipe  line  proposed  by  the  Department  of  Water  Supply 

♦*The  high  cost  of  the  water  in  the  first  stage  of  the  complete  works  is  due  to  the  large 
fixed  charges  on  the  masonry  aqueduct  of  250  million  gal'ons  daily  capacity,  from 
Suffolk  county  to  Brooklyn  borough 


60 


REPORT  OF   W.  E.  SPEAR 


Aquedl'cts  of  Full  Capacity  for  Development  of  250  ^^Iil- 
Liox  Gallons  per  Day 

The  future  supply  of  Brooklyn,  as  well  as  that  of  Queens 
borough  and  other  portions  of  New  York  City,  may  be  best 
safeguarded  by  constructing  the  aqueducts  in  the  first  Suf- 
folk County  works  of  full  capacity  as  suggested  above  so  that 
they  may  be  extended  as  required,  to  collect  and  transport  to 
the  City  the  entire  available  supply  in  Suffolk  county.  Neither 
a  smaller  permanent  development  nor  temporary  works  in 
Suffolk  county  should  be  considered. 

The  amount  of  money  that  might  be  saved  in  fixed  charges 
by  now  building  an  aqueduct  of  only  150  million  gallons  daily 
capacity,  would  not  be  sufficient  at  the  end  of  20  years  to  build 
another  of  a  capacity  of  100  million  gallons  per  day.  Neither 
would  it  pay  to  build  temporary  works  in  Suff'olk  county  for 
the  delivery  of  50  million  gallons  per  day  through  the  conduits 
of  the  Ridgewood  system,  unless  only  a  temporary  supply  is 
to  be  drawn  from  Suffolk  county. 

If  the  population  and  water  consumption  of  New  York 
City  continues  to  increase  at  the  present  rate,  the  entire  supply 
from  existing  works  and  the  additional  500  million  gallons  per 
day  from  the  Catskill  sources  will  be  required  in  about  20  years. 
If  not  developed  now.  the  Suffolk  County  sources  would  nat- 
urally be  drawn  upon  at  that  time.  Some  water,  however, 
must  be  secured  at  once  from  Suffolk  county  to  relieve  the 
imminent  shortage  in  the  supply  of  Brooklyn  borough.  In 
view  of  the  inadequacy  of  the  water-suj^ply  of  this  ])art  of  the 
City  for  many  years,  and  the  large  resident  poj)ulation  that  is 
likt'lv  ti)  develop  in  the  Long  Island  boroughs  of  The  City 
during  the  next  ten  years,  as  a  result  of  the  imi)roved  transit 
facilities  now  being  provided,  it  seems  very  likely  that,  even 
with  tlie  water  from  the  ("atskill  sources,  the  lirsl  sup])ly  of 
70  million  gallons  per  day  from  Suffolk  county  would  be 
needed  continuously  until  an  additional  sui:)i)ly  for  the  City 
was  re(|uire(l.  'I'his  is  rendered  more  pro1)abk'  l)y  the  likeli- 
hood of  some  of  the  grour.d-water  and  surface  sui)i)lies  in 
western  T.ong  Island  bi-ing  abandoned  in  a  few  years  in  conse- 
(jiience  of  the  inliltrati« of  sca-waler  and  tlie  increase  in  the 
l)iipnlation  on  their  gathering  groinids. 

I'ki'.si'.xT  sn'^L^'  oi-  r.R()()KI.^'X  lu  )i>:()i'(in 

'I  hf  r.(. rough  of  ih-ooklyn  is  supi)lie{l  with  water  from  the 
works  of  the  Kidgewood  system  in  Queens  and  Nassau  coun- 


RIDGEWOOD  SYSTEM 


61 


tie?,  and  from  several  small  municipal  and  private  water-works 
located  within  the  borough  limits. 

THE  RIDGEWOOD  SYSTE^I 

The  Ridgewood  system  furnishes  about  85  per  cent,  of 
the  present  water-supply  of  Brooklyn  from  the  streams  and  the 
ground-water  works  along  the  south  shore  of  Long  Island  in 
yueens  and  Nassau  counties,  between  the  limits  of  Brooklyn 
borough  and  the  Suffolk  County  line. 

Area  of  Watershed 

The  watershed  of  the  Ridgewood  system,  defined  by  the 
limits  of  the  ground-water  catchment,  is  shown  on  Sheet  1, 
Acc.  5530.  This  watershed,  which  represents  the  total  catch- 
ment that  might,  by  a  complete  development,  be  made  tribu- 
tary to  the  Ridgewood  system,  has  an  area  of  159  square 
miles,  of  which  67  square  miles  may  be  apportioned  to  the 
"  old  watershed,"  and  92  square  miles  to  the  "  new  watershed." 

The  southerly  limit  of  the  catchment  area  represents  the 
greate>t  safe  inflection  of  the  ground-water  surface  during 
long  periods  of  heavy  draft  at  all  driven-well  stations,  with  a 
complete  development  of  the  system.  Where  there  are  no 
ground-water  collecting  works,  the  limit  of  the  catchment  area 
is  at  the  spillways  of  the  supply  ponds,  and.  for  the  greater 
part  of  the  time,  the  existing  ground-water  works  do  not  or- 
dinarily inflect  the  water-table  as  far  south  as  shown. 

The  flow  of  all  but  a  few  unimportant  streams  within  this 
catchment  area  has  been  made  tributary  to  the  system.  It  is 
estimated  that  the  total  surface  drainage  area  of  these  streams, 
south  of  the  ground-water  divide,  is  117  square  miles,  (^f  this 
area,  the  streams  in  the  "  old  watershed  "  drain  52  s(|uare 
miles,  and  those  in  the  "  new  watershed  "  65  scpiare  miles. 

The  ground- water  underflow  on  the  line  of  collecting 
works  lias  not  }et  been  entirely  deveIo])ed  by  The  City.  Eor 
a  distance  of  slightly  les';  than  eight  miles  along  the  conduit 
line,  as  >liown  by  the  l)and  of  red  on  Sheet  1.  Acc.  5530.  only 
surface-waters  are  collected.  Upon  the  completion  of  the 
new  driven-well  stations  at  Lynbrook  and  Millburn  reservoir, 
aboiu  1 '/j  mile^  more  of  this  line  will  have  been  developed. 
\\'ater  can  hardly  be  drawn  from  about  miles  of  the  re- 
maining line,  within  the  villages  of  Rockville  Center  and  F'ree- 


62 


REPORT  OF   [f.  E.  SPEAR 


port,  but  there  will  still  be  about  five  miles  along  which  ground- 
water may  be  collected. 

Present  Yield  of  A\\irks 

The  yield  of  the  collecting  works  of  the  Ridgewood  sys- 
tem for  the  past  three  years  is  shown  in  Table  1,  which  has 
been  compiled  from  the  records  in  the  office  of  the  Depart- 
ment of  Water  Supply  at  Ijrooklyn.  The  year  1905  was  one 
of  low  rainfall,  only  36.8  inches  being  recorded  at  Hempstead 
storage  reservoir.  The  next  year,  1906,  in  which  44.1  inches 
fell  at  the  same  station,  was  one  of  nearly  normal  rainfall, 
while  during  the  past  year,  1907,  a  rainfall  of  49.4  inches, 
something  over  5  inches  in  excess  of  the  normal  precipitation, 
occurred  in  western  Long  Island. 

The  period  of  operation  of  the  driven-well  stations  during 
these  years  was  dependent  upon  the  consumption  and  the  yield 
of  the  surface  streams.  During  the  early  part  of  1905  and 
the  greater  part  of  1907,  the  surface-waters  formed  a  large 
proportion  of  the  total  supply,  but  during  the  greater  part  of 
1906,  it  was  necessary  to  utilize  tlic  maxinuun  availa1)le  yield 
of  the  ground-water  stations. 

The  last  column  of  this  table  gives  the  jirobalile  safe  yield 
of  each  driven- well  station  and  infiltration  gallery  of  the  Ridge- 
wood system  and  the  probable  delivery  of  each  tributary  sur- 
face stream  when  the  ground-water  collecting  works  are  oper- 
ated at  these  rates,  during  the  summer  and  fall  of  normal 
rainfall  years. 

The  total  safe  yield  of  the  watershed  is  estimated  as 
follows : 

New  Watershed,  92  square  miles. .  62  million  gallons  per  day. 
Old  Watershed.  67        "        "   ..    55     "        "       "  " 

Total  yield  of  system   117 

'I'lu'  relatively  smaller  yield  of  the  new  watershed  is  due  to 
the  incomi)lete  development  of  the  gnnmd-waters,  as  already 
noted.  'J'hese  estimates  of  yield  of  each  source  of  >upi)ly 
have,  so  far  as  possil)le,  been  corrected  for  the  loss  of  surface- 
water  that  takes  place  in  leakage  from  tlii'  brick  conduit's 
and  which  appears  in  the  pumj)ing  records  as  gronnd-water 


I 


63 


TABLE  1 


YIELD  or  COLLECTING  WORKS  OF  RIDGEWOOD  SYSTEM. 


1905 

1906 

1907 

Estimated 

Approx. 

Average 

/Approx 

Average 

Approx 

Average 

Safe  Yield 

Surface 

Period 

Yield 

Period 

Yield 

Period 

Yield 

of  Each 

and 

of  Drofr 

Ourinq 

of  Draft 

During 

of  Draft 

During 

SourceOur- 

Driven  Well 

in 

This 

i  n 

This 

1  n 

This 

inq  Yeors 

Sources. 

Months. 

Time  in 

Months 

Time  in 

Months. 

Time  in 

of  Normal 

Mil.Gals.DIv 

Mil.GolsDIy 

mil.ual5.Ui  y 

Roi^foll^^G.C 

NEW  WATERSHED 

Massape o^ua  Galley 

0.5 

7.7 

9.5 

12.7 

10.5 

15.7 

15.0 

Stream* 

3.0 

D.W5. 

6.5 

36 

10.0 

2.5 

7.0 

2.7 

2.0 

Wan  tog  h  Stream* 

3.0 

Gallery 

7.5 

7.1 

12.0 

11.5 

8.0 

12.1 

10.0 

D.W5. 

5.5 

2.6 

10.0 

2.8 

6.0 

2.8 

3.0 

Matowa  D.VV-S 

7.5 

3.3 

10.0 

e.8 

G.O 

2.6 

3.0 

Newbridge  Stream* 

2.0 

MerricK     D  W.  S.  ^ 

5.5 

3.8 

8.5 

3.6 

7.0 

3.6 

4.0 

ETast  Meadow  Streom 

9.0 

Agowom  D.WS. 

5.0 

3.1 

8.0 

2.7 

G.O 

2.5 

3.0 

Millburn  Stream* 

5.0 

Srovity  Supply  from  New  V\tofer5hec 

HO,  2 

26.7 

— 

34.6 

— 

Totol  New  Watershed 

62.0 

OLD  WATERSHED 

riorse  DrooK 

II. 0 

1.4 

10.0 

1.2 

10.0 

I.I 

II. 0 

10. 1 

1  1  .0 

9.0 

1  l.O 

e.9 

>  lU.U 

Hempsttod  Storage 

SchodacK  t^rooK"*" 

Pine^Streom 

J 

woTis  rona  uvvo  ^ 
Streom  / 

12.0 

5.0 

11.5 

4.4 

\  1. 0 

4.7 

4.0 

Volley  Stream* 

Olcar  oTreomUWO- 

12.0 

2  A 

II. 0 

2.3 

\  1.0 

2.7 

3.0 

Porest  5^r&arn  0VV(5 

If. 5 

5.5 

12.0 

3.6 

\0.5 

4.3 

3.0 

Simonsons  Stream 

10.0 

3.5 

9.5 

2.8 

e.o 

3.1 

3.0 

Rosedole  DW5 

6.0 

1.5 

II. 0 

3.4 

30 

Springfield  DW5 

12.0 

E.9 

11.5 

2.6 

II. 0 

2.7 

2.5 

Stream 

9.5 

2.6 

6.0 

2.8 

5.0 

2.1 

10 

5t.Albons  D.W.5. 

6.0 

2.5 

1 1.5 

2.6 

2.0 

Jameco  DW.5. 

12.0 

3.3 

lE.O 

5.3 

11.5 

7.7 

5.0 

Baisefeys  Sfream 

11.5 

4.5 

10.0 

4.0 

11.5 

2.8 

2.0 

D  W.  S. 

II. 0 

1.6 

11  .5 

1.7 

10.0 

0.8 

1.0 

Morris  PorK 

8.0 

3.9 

2.0 

Oconee 

II. 0 

IX) 

II. 0 

3.3 

9.0 

39 

3.0 

ShetucKet 

6.0 

0.5 

5.0 

3.9 

2.0 

Aqueduct 

6.0 

4.4 

11.5 

4.2 

2.0 

Wood  ho  ven 

3.5 

3.8 

2.0 

Spring  CreeK 

11.0 

4.6 

II. 0 

6.7 

11.5 

5.1 

4.5 

Srovitij  Supply  froK  Old  \M3ler3hed 

13.2. 

3.0 

-1.7 

Totol  Old  Watershed 

55.0 

Total  c/Old  ^  New  Watersheds 

117.0 

♦     Included  in    grov-ity    Supply  from   new  watershed 

pumped  at  Millburn  Pumping  Station 
+    \nciuded  in  grovity  supply  from   old  wotershcd 

pumped  at  Ridgewood  Pumping  Stalion. 


64 


Rf.PORT  Of   JV.  n.  SPEAR 


yield.  All  errors  of  pump  displacement  and  leakage  from 
conduits  are  charged  in  the  records  of  the  Department  of  Wa- 
ter Supply  against  the  gravity  surface  su])ply.  and.  in  general, 
the  surface  gravity  yield  given  in  the  records  is  above  the  true 
yield  for  the  new  watershed,  and  is  below  that  fc^r  the  old 
watershed.  The  probable  error  in  the  estimates  of  the  yield 
of  the  Ridgewood  system  is  between  5  and  10  ])er  cent,  and 
is  generally  within  the  smaller  figure. 

A  larger  sup])ly  than  is  here  shown  may  sometimes  be 
drawn  from  the  surface  streams  in  winter  and  spring,  but  as 
the  system  has  no  storage  for  surface-waters,  such  as  is  ordi- 
narily provided  for  surface-water  supplies,  except  that  in  the 
ITcmpstead  storage  reservoir  and  in  the  shallow  supply  ponds, 
some  waste  occurs.  The  large  winter  stream  flow  of  wet 
years  cannot,  therefore,  be  considered  in  the  estimate  of  the 
safe  summer  yield,  e.\cei)ting  as  this  llow  at  times  permits 
the  draft  on  the  ground-water  to  be  diminished,  and  the  stor- 
age in  the  pore  spaces  of  the  sands  and  gravels  to  be  replen- 
ished for  the  heavy  draft  of  summer  and  fall. 

Tf  the  ground-water  stations  of  the  Ridgewood  system 
are  operated  continuously  during  years  of  normal  rainfall, 
only  a  small  ])()rtion  of  the  rainfall,  on  even  the  largest 
streams,  appears  as  surface  flow.  During  the  winter  and 
s])ring  it  has  been  the  i)ractice  to  reduce  the  rate  of  puniping 
at  the  ground-water  stations,  in  order  to  utilize  this  surface 
flow  as  far  as  possible  without  pumping  and  to  replenish  the 
ground-water  reservoirs.  With  an  increase  in  the  pollution 
of  the  surface-waters  of  the  Ridgewoml  s\-stem.  it  will  be 
necessary  to  filter  them,  and  this  cannot  be  better  accmn- 
])lished  than  b\-  o])erating  the  ground-water  stations  continu- 
ously at  a  rate  that  will  develo])  these  surface-waters  as  arti- 
ficial gr<  )un(l-water. 

The  normal  (leli\ery  of  some  of  the  driven- well  stations 
has  been  estimated  in  the  table  as  less  than  the  average  draft 
during  the  past  few  years,  because  it  is  believed  that  these 
stations  will  not  safely  deliver  contimiousl)-  their  ■|)resent 
vields.  This  a])i)lies  ])articularly  to  l^j)ring  ("reek  (shallow 
well).  Uai.slex's  and  lameco  (shallow  well)  stations,  the  sup- 
plies from  which  have,  at  times,  contained  a  com])aratively 
large  amount  of  salt  water.  The  amount  of  sea-water,  as 
re])rcsented  by  the  chlorine  in  the  water  pumi)e(l  at  the  A(iue- 
duct   and   Morris  Park  stations,  is  not   \'et   higli   enough  to 


RIDGEJVOOD  SYSTEM 


65 


increase  materially  the  salinity  of  the  whole  supply,  but  it 
is  very  likely  that  some  reduction  must  eventually  be  made 
in  their  present  rate  of  pumpage. 

Additional  Supply  from  Stations  under  Construction 

It  is  estimated  that  the  two  additional  driven-well  stations 
which  are  now  under  construction  by  the  Department  of  Wa- 
ter Supply,  the  "  *Lynbrook  station  "  and  the  "  Baldwin  sta- 
tion "  at  the  Millburn  reservoir,  will  each  yield  a  safe  supply 
of  five  million  gallons  per  day,  which  will  make  the  safe 
normal  yield  of  the  Ridgewood  system  127  million  gallons  per 
day. 

During  a  period  of  low  rainfall  years,  the  amount  of  sur- 
face and  ground-water  reaching  the  system  will  diminish,  and 
the  pumpage  of  some  of  the  stations  affected  by  salt  water 
might  necessarily  be  reduced.  With  all  the  ground-water 
storage  available,  the  system  would  n(^t  probably  su])ply  more 
than  115  million  gallons  per  day. 

The  safe  normal  yield  of  the  Ridgewood  system,  as  given 
above,  upon  the  completion  of  tlie  two  additional  stations, 
is  shown  in  a  mass  curve  on  Slicet  2,  Acc.  LJ  147.  The  red 
shading  sliows  tlic  probable  reduction  in  the  yield  during  years 
of  low  rainfall. 

Total  Additional  Suppta'  from  RiD(;i:wof)D  System 

By  the  construction  of  eight  additional  stations  at  points 
on  the  conduit  line  where  the  ground-water  is  now  unde\'el- 
oped,  a  further  daily  supi)ly  of  27  million  gallons  of  ground- 
water might  be  obtained,  as  follows  : 


Probable  \'iel(l 

Location  of  stations  in  million  gallons  per  day 


Between  l*"orest  stream  and  Clear  stream 
**Between  Watt's  ])on(l  and  Lynbrook.  . 
*'''Between  Lynbrook  and  Smith's  pfind. 
At  Smith's  pond  


*  I'Ollowing  a  lU-risiini  of  the  .Supreme  Court  noted  in  foot-note  foliowinK, 
an  agreement  was  mafle  witli  tlic  Queens  Cotinty  Water  ("ompany,  limiting  the 
yield  of  the  I^yiiljrook  station  to  L5  million  gallons  per  dav. 

**. Since  this  rejiort  was  sul)mitted,  ;i  decision  of  tlie  Ai)pellate  Division  of  the 
Snpreme  Co\irt,  Second  Department,  on  March  5,  1907,  has  given  the  watershed 
between  Watts  Pond  station  and  Smith's  i)ond  to  the  Queens  Coimty  W^ater 
Comf)any  and  excluded  'J"he  City  from  further  development,  so  that  the  above 
stations  proposed  between  Watts  pond  and  Lynbrook  and  Lynbrook  and  Smith's 
pond  cannot  be  constructed. 


2 

3 
2 

5 


66 


REPORT  OF   jr.  E.  SPEAR 


Location  of  stations 


Probable  yield 
in  million  gallons  per  day 


Between  Rockville  Center  and  ?^Iillbnrn  reser- 


voir 


4 


Between  Millburn  reservoir  and  ]\iillburn  station  4 


The  operation  of  these  stations  would  doubtless  decrease 
the  surface  yield  of  Pine  stream,  Hempstead  stream  and  Mill- 
burn  stream,  so  that  the  net  additional  supj:ily  from  the  new 
stations  would  only  be  about  22  million  gallons  per  day.  The 
cost  of  these  stations,  including  land  and  water  damages, 
is  estimated  at  $900,000. 

By  driving  addilional  deep  wells  and  connecting  up  the 
existing  ones  at  Wantagh  and  Massapequa,  and  by  driving 
shallow  wells  at  Springfield,  a  further  supply  of  6  million 
gallons  per  day  could  be  obtained.  This,  with  the  additional 
supply  of  22  million  gallons  per  day  from  new  stations,  would 
increase  the  yield  of  the  Ridgewood  system  by  28  million  gal- 
lons per  day. 

These  new  stations  would  intercejn  the  ground-water 
movement  along  the  entire  line  of  collecting  works  from 
Spring  creek  to  the  Suffolk  County  line,  except  for  a  short 
distance  in  the  villages  of  Rockville  Center  and  Freei)ort.  and 
a  total  supply  could  l)c  drawn  from  the  system  during  years 
of  normal  rainfall,  of  155  million  gallons  per  day.  This  would 
l)robably  be  reduced,  after  several  years  of  low  rainfall,  to  a 
supi)ly  n(jt  greater  than  MO  million  gallons  per  day. 

The  total  safe  yield  of  the  entire  Ridgewood  system  during 
years  of  normal  rainfall,  after  the  completion  of  the  eight 
new  stations  and  the  additional  wells  here  suggested,  is  shown 
in  the  mass  curve  on  Sheet  2.  Acc.  IJ  147.  The  blue  shad- 
ing indicates  the  probable  reduction  in  the  yield  of  the  system 
during  periods  of  low  rainfall. 

C.M'ACI'IN'   OF  ("oNDl'irS 

The  construction  of  additional  ground-water  pumping-sta- 
tions  on  the  Kidgeu'(j()d  system  has  been  governed  somewhat. 


At   ^lillburn  pumping-station  

Between  bVeeport  and  Agawam  station 


5 
2 


Total 


27 


RIDGEJVOOD  SYSTEM 


67 


in  past  years,  by  the  location  and  capacity  of  the  conduits 
through  which  the  water  could  be  delivered  to  Brooklyn  bor- 
ough, and  the  relation  of  the  yield  of  the  watershed  to  the 
present  conduit  capacity  should  be  understood. 

The  conduit  system  in  the  "  new  watershed  "  consists  of 
a  brick  aqueduct  from  the  Alassapequa  pond  to  the  Millburn 
pumping-station,  in  which  the  yield  from  the  four  supply 
ponds  and  the  ground-water  collecting  works  of  the  new  wa- 
tershed is  delivered  by  gravity  to  the  ]\Iillburn  pumping-sta- 
tion. 

At  this  point  the  supply  is  pumped  into  three  48-inch 
mains,  of  which  two  are  laid  directly  to  the  Ridgewood  pump- 
ing-station. The  third  goes  to  the  west  gate-house  of  Mill- 
burn  reservoir  where  it  is  reduced  to  a  36-inch  main,  which 
continues  to  the  brick  conduit  at  Smith's  pond. 

This  is  the  "  old  conduit  "  originally  constructed  between 
Hempstead  pond  and  the  Ridgewood  pumping-station,  to 
carry,  by  gravity,  the  surface  and  underground  waters  col- 
lected on  the  old  watershed. 

A  72-inch  steel-pipe  line,  designed  to  be  operated  under 
the  full  distribution  pressure,  has  been  laid  from  a  point 
about  3000  feet  west  of  the  Ridgewood  station  to  the  Clear 
Stream  jnunping-station.  A  48-inch  main  connects  this  72- 
inch  line  with  the  Ridgewood  pum])ing-station  and  a  20-inch 
branch  line  has  been  laid  to  the  Xcw  Lots  station.  The  W'ater 
Department  j^roposes  to  extend  the  72-inch  pipe,  full  size,  to 
the  Suffolk  County  line. 

It  is  proposed  to  utilize  the  72-inch  line,  which  has  a  ca- 
pacity of  50  million  gallons  per  day,  on  a  pumi)ing  gradient 
of  2.2  feet  to  the  mile,  to  convey  the  water  from  the  infiltra- 
tion galleries  and  other  sources  in  the  new  watershed,  and  it 
is  planned  that  ]nimps  would  be  installed  at  ^Massapequa  and 
Wantagh  to  deliver  the  water  directly  into  the  distribution 
system.  The  extension  of  this  72-inch  line  to  Massapequa 
would  relieve  both  the  old  and  the  new  brick  conduits  of  ap- 
proximately 30  to  50  million  gallons  per  day. 

The  cost  of  the  extension  of  this  pipe-line  and  the  ])ump- 
ing-st'ations  proposed  is  estimated  by  the  Department  of  \\'ater 
Supply  as  follows : 


68 


REPORT  OF   U\  E.  SPEAR 


72-inch  pipe-line,  15.7  miles  in  length   $3,000,000 

Rig'ht-of-way  100  feet  wide  through  the  villages 
and  200  feet  wide  elsewhere,  including  dam- 
ages  1.000.000 

2  pumping-station.s  of  70  million  gallons  total  daily 

capacity    850,000 

Total    S4.850.000 


Sheet  2,  Acc.  I.)  147,  shows  the  normal  cai)acities  of  all 
the  aqueducts  and  pipe-lines  of  the  Ridgewood  system  and 
the  relation  of  the  total  conduit  capacity  to  the  i)rescnt  and 
the  possible  future  supply.  I'^rom  this  diagram  it  appears  that 
east  of  Clear  stream,  the  present  easterly  end  of  the  72-inch 
pipe  line,  some  additional  conduit  capacity  is  necessary  for 
the  safe  operation  of  the  s}'stem  when  comi)lctel\'  devel- 
oped. The  large  capacity  that  would  be  provided  in  the  new 
watershed  by  the  extension  of  the  72-inch  pipe-line,  would  i)er- 
mit  of  carrying  to  the  City  a  volume  of  water  from  the  surface 
streams  and  the  ground-water  stations  in  the  easterly  i)ortion  of 
the  system,  nuich  in  excess  of  their  average  yield,  when  it  is  de- 
sired to  reduce  the  delivery  of  the  old  watershed  iov  the  pur- 
pose of  making  re])airs  or  Idling  the  de])leted  ground-water 
reservoirs. 

The  masonry  acjueduct  of  250  million  gallons  dail}-  capac- 
ity, here  proposed  for  the  Suffolk  County  works,  could  not  be 
built  from  Ridgewood,  or  even  from  Clear  stream,  to  the  Suf- 
folk CiHuUv  line  by  the  year  VHO,  when  the  full  yield  of  the 
Ridgewood  system  may  be  needed.  There  is,  therefore,  no 
possibilit}-  of  safely  omitting  the  extension  of  this  72-inch  steel 
pipe,  if  the  full  yield  of  the  Ridgewood  system  is  to  be  made 
available  in  1910.  This  conduit  and  the  proposed  ])umping- 
stations  at  Massapeciua  and  Wantagh  should,  therefore,  be  con- 
structed immediately. 

C.\r.\riTV  ()!■   1  *i  M  I'l  WTS 

The  pinnping-plant^  of  the  Ridgewood  system  ma\  be  di- 
vided into  three  groups,  i.e..  ground-water  and  pond  stations, 
intermediate  stations,  and  main  stations. 

.\t  the  ground  walci-  and  jxHid  stations  in  the  watershed. 


RIDGEirOOD  SYSTEM 


69 


there  is  sufficient  pumping  capacity  to  deliver  the  available 
supply  from  each  station. 

At  Millburn  pumping-station,  the  only  intermediate  station, 
the  entire  yield  of  the  new  watershed  is  raised  about  50  feet 
to  give  the  necessary  head  to  deliver  the  water  to  Ridgewood 
station  and  to  the  old  conduit.  The  equipment  consists  of 
five  pumps,  each  delivering  10  million  gallons  per  day,  and  two 
of  12^  million  gallons  daily  ca])acity,  which  can  readily  handle 
the  full  discharge  of  the  new  brick  conduit,  about  60  million 
gallons  daily. 

The  water  pumped  at  the  proposed  ^lassapequa  and  W'an- 
tagh  stations  into  the  extension  of  the  72-inch  pipe-line  would 
be  delivered  directly  into  the  distribution  system. 

The  entire  supply  drawn  from  the  old  and  new  watersheds 
is  now  pum])ed  at  the  Ridgewood  station,  the  main  pumping- 
station  of  the  system.  This  station  is  divided  into  two  plants, 
one  to  the  north  and  the  other  to  the  south  of  Atlantic  avenue. 
The  north  side  plant,  or  the  "  old  station."  is  at  present  being- 
remodeled.  AX'hen  this  work  is  completed,  it  will  contain  three 
pumps  having  a  daily  capacity  of  15  million  gallons,  three  of 
20  million  gallons  and  two  of  23  million  gallons,  a  total  of 
151  million  gallons  ])er  day.  'J'he  south  side  station,  the  so- 
called  "  new  station."  has  an  e(|uipment  of  live  pumps,  each  of 
10  million  gallons  daily  ca])acity,  and  one  of  20  million  gallons 
])er  (lay.  giving  a  total  of  70  million  gallons  daily. 

The  pumps  of  the  south  side  station  are  frecjuently  in  need 
of  repairs  and  the  safe  capacity  r)f  the  station  should  not  be 
estimated  above  50  million  gallons  ])er  day.  Tlie  north  side 
station  i>  planned  to  pump  against  the  Alt.  J'rosjject  Reserv(Mr 
and  Tower  services  as  well  as  the  Ridgewood  Reservoir  head 
and  because  of  this  arrangement,  its  safe  capacity,  when  re- 
modeled. cannf)t  be  ])laced  above  113  million  gallons  per  day. 
lender  the  most  economical  conditions  of  operation,  however, 
this  would  not  be  <)vcr  105  million  gallons  ])er  day.  so  that  the 
total  safe  capacity  of  the  entire  Ridgewood  station  may  be 
placed  at  155  million  gallons  per  day. 

The  total  ca])acity  of  the  conduits  feeding  the  Ridgewood 
station  is  now  125  million  gallons  per  day,  exclusive  of  the 
48-inch  pipe  from  the  end  of  the  72-inch  steel-pipe  line.  The 
safe  pumping  capacity  at  this  station  after  remodeling  will, 
therefore,  be  30  milli<')n  gallons  per  day  in  excess  of  the  con- 
duit capacity. 


70 


REPORT  OF   ]V.  E.  SPEAR 


The  yit.  Prospect  station  has  two  pumps  of  a  total  capacity 
of  9  million  gallons  per  day  for  the  Reservoir  service,  and 
three  pumps  of  a  total  capacity  of  13  million  gallons  per  day 
for  the  Tower  service.  These  pumps  draw  their  supply  from 
the  distribution  mains  of  the  Ridgewood  Reservoir  service  and 
should  be  abandoned  when  the  new  pumps  are  completed  at 
Ridgewood,  and  the  necessary  additional  force  mains  are  in- 
stalled. 

The  plans  of  the  Department  of  Water  Supply  include  new 
pumping-plants  for  the  ^lassapequa  and  Wantagh  infiltration 
gallery  stations.  These  plants  would  consist  of  high  duty 
pumps,  capable  of  delivering  the  water  into  the  distribution 
system  against  the  head  of  the  Ridgewood  service.  The  sup- 
ply would  be  drawn  from  the  infiltration  galleries  and  also 
from  the  new  brick  "  conduit,  through  suitable  connections. 
The  water  would  be  discharged  into  the  72-inch  steel-pipe  line, 
through  which  it  would  be  carried  to  the  distribution  mains. 

Assuming  these  proposed  stations  to  have  a  combined  safe 
pumping  capacity  of  50  million  gallons  per  day  and  adding 
this  amount  to  the  safe  pumping  capacity  at  the  Ridgewood 
station,  the  sum  would  represent  the  total  safe  capacity  of  the 
Ridgewood  system  to  deliver  wafer  to  the  distribution  system 
as  follows : 


Ridgewood  station,  when  remodeled.  .  155  million  gallons  daily 
Proposed  l\lassapc(|ua  and  Wantagh 

stations    50 


Total    205 


As  the  estimated  safe  supj)ly  from  tlic  Ividgcwtuxl  water- 
shed during  years  of  normal  rainfall  is  only  155  million  gal- 
lons ])cr  dav,  there  would  be  an  excess  of  50  million  gallons 
per  (la\-  in  the  saft-  i)iiniping  cai)acily. 

()Tiii-:k  Lox'c  ISLAM)  S()riu'i':s  oi'  si  imma'  i-or 

r,K(  )(  )Ki  A'X  lU  )R(  )r(il  1 

About  15  per  cc-nt.  of  tlu-  water  now  coii>nnu'(l  by  Brook- 
lyn borough  is  supplied  by  several  driven-w  ell  stations  in  the 
borough  limits,  belonging  to  The  ("ity  and  to  jjrivate  water 


OTHER  SOURCES  OF  SUPPLY  71 

companies,  which  are  shown  below  with  their  probable  safe 
normal  yield : 


Safe  Normal  Yield 
Present  and  Proposed  Sources         in  million  gallons  per  day 


City  stations 

New  Lots    5 

Gravesend    3 

New  Utrecht    1 

Canarsie  (under  construction)    5 

Private  stations 

Flatbush  AVater  Works  Co   5 

Blythebourne  Water  Co   3 

German- American  Improvement  Co   1 


Total  City  and  private  stations   23 


]n  addition  to  the  ab(jvc  plants,  a  station  has  been  par- 
tially constructed  by  S.  W.  Titus  in  Brooklyn  borough  in 
the  vicinity  of  Sixth  .street  and  lM)urth  avenue,  near  the  Gow- 
anus  canal,  under  a  contract  with  The  City,  calling  for  the 
delivery  of  not  less  than  five  million  gallons  per  day.  A  sec- 
ond station  is  being  constructed  by  Titus  under  the  same  con- 
tract and  with  the  same  stipulation  of  mininuim  yield  at  a 
location  in  Queens  borough  north  of  Forest  park,  as  shown 
on  Sheet  1,  Acc.  5530. 

The  first  station  is  so  near  the  salt  water  of  New  York 
bay  that  it  does  not  seem  probable  that  more  than  two  million 
gallons  per  day  can  be  pumped  continuously  without  the  infil- 
tration of  salt  water,  even  if  the  drainage  from  the  densely 
populated  watershed  surrounding  the  station  does  not  so  in- 
crease the  mineral  content  of  the  suj)])ly  as  to  render  it  unfit 
for  use. 

The  station  north  of  Forest  park  is  on  the  summit  of  the 
water-table  where  the  magnitude  of  the  tributary  catchment 
area  depends  upon  the  depth  of  pumping.  After  the  storage 
of  years  has  been  abstracted  from  the  pore  spaces  of  the 
underlying  material,  it  is  not  believed  that  this  station  will 
yield  more  than  eight  million  gallons  per  day. 


72 


REPORT  or   ir.  E.  SPEAR 


Allowing  a  safe  average  yield  of  10  million  gallons  per  day 
from  these  two  stations  of  Titus,  the  total  delivery  from 
sources  outside  of  the  Ridgewood  system,  including  the  23 
million  gallons  per  day  from  those  stations  now  in  operation 
or  under  development  will  normally  be  about  33  million  gal- 
lons per  day. 

OPPORTrXITIES  FOR  FURTHER  GROUXD-WATER 
DEVELOPAIEXT 

Referring  to  the  map  of  western  Long  Island,  Sheet  1, 
Acc.  5530,  it  will  be  seen  that  the  opportunities  are  limited 
for  cheaply  developing  still  more  water  in  sparsely  settled  por- 
tions of  the  island  beyond  interference  with  existing  water- 
works, and  at  a  safe  distance  from  the  salt  water. 

It  would  be  possible,  however,  within  the  borough  limits, 
to  construct  three  additional  stations  and  obtain,  for  a  few 
years,  a  supply  of  about  7  million  gallons  per  day. 

One  of  the  proposed  stations  might  be  located  in  the  vicin- 
ity  of  Parkville ;  a  second  station  in  the  Pay  Ridge  section, 
and  a  third  station  in  Flatlands.  The  territi^-y  in  which  these 
stations  would  be  constructed  is  either  wholly  or  partially 
undeveloped,  and  the  (juality  of  the  supp]\-  would  be  satisfac- 
tory for  some  time. 

The  cost  of  the  tliree  stations,  including  land  and  water 
damages,  would  be  about  $1,000,000. 

These  i)roj)ose(l  stations  would  make  the  total  normal  yield 
of  all  the  works  outside  of  the  Ridgewood  system,  inchuling 
the  existing  stations,  those  luider  construction  and  others  that 
might  be  built,  40  million  gallons  per  day.  This  yield  would, 
however,  be  reduced,  in  periods  of  low  rainfall,  to  not  o\er 
32  million  gallons  per  day. 

If  additional  sources  outside  of  western  Pong  Nland  should 
not  become  available,  it  would  be  possible  to  construct  tem- 
porary driven-well  i)lants  in  central  Nassau  county,  near  the 
Main  line  of  the  Long  Island  railroad  that  wt)uld  draw  ui)on 
the  stored  rainfall  in  the  deep  sands  and  gravels  there.  A 
sui)i)lv  of  25  million  gallons  i)er  day  could  ])robably  be  o])- 
tained  in  tliis  way  for  several  years,  which  mi^ht  be  enough 
to  relievf  tin-  C  ity  from  the  danger  of  water  famine  uiuil 
water  from  dther  and  i)ermanent  sources  could  be  secured. 

These  waters  are.  however,  at   some  disiance   from  the 


CRIGIX  OF  GROUND-WATERS 


73 


City  and  from  the  present  conduit  lines,  their  development 
would  be  expensive,  and  the  operation  of  such  works  would 
eventually  decrease  the  yield  of  the  Ridgewood  system  in 
southern  Xassau  county.  Such  a  project  should  only  be  con- 
sidered when  other  means  to  secure  an  additional  water-supply 
have  failed. 

ORIGTX  OF  LONG  ISLAND  GROUND-WATERS 

The  success  of  the  proposed  stations  in  western  Long 
Island  in  securing  an  emergency  supply  for  Brooklyn  borough 
should  not  encourage  The  City  to  believe  that  an  unlimited 
supply  of  water  may  be  obtained  from  this  part  of  the  island 
by  increasing  the  number  of  i)umping-stations,  nor  should  the 
man}'  theories  suggested  to  explain  the  presence  of  water  in 
the  deep  gravels  be  allowed  to  conceal  the  true  origin  of  the 
underground  waters  of  Long  Island. 

No  more  water  can  be  drawn  from  the  sands  and  gravels 
of  Long  Island  than  results  from  the  rainfall  on  its  surface. 
If  any  further  proof  of  the  origin  of  these  underground  wa- 
ters cjn  Long  Island  is  needed  than  that  provided  by  the  known 
direction  of  ground-water  movement  shown  by  the  slope  of 
the  surface  of  the  water-table,  it  may  Ix'  found  in  a  cross- 
section  of  Long  Island  and  the  Coimecticut  shore. 

The  hard,  imj)crvi()us  gneiss,  and  the  igneous  rocks  that 
outcroj)  on  the  C"onnecticut  shore  and  the  impervious  clays  that 
cover  them  on  the  mainland  and  in  the  sound,  cannot  ])ossibly 
carry  any  water  to  Long  Island.  The  porous  strata  do  not 
reach  the  Connecticut  shore,  and  shcnild  any  disturbance  in 
the  present  ecjuilibrium  of  the  fresh  and  salt  water  occur  on 
the  north  shore  of  Long  Island,  and  any  water  come  from 
the  north,  it  will  not  be  fresh  ground-water  but  the  salt  water 
of  Long  Island  sound.  The  rock  formations  of  Manhattan 
island  and  of  the  New  Jersey  >hore  just  a>  surel\-  cut  off  any 
flow  of  fresh  water  to  Long  Island  from  the  west. 

The  fallacy  of  a  Connecticut  or  mainland  origin  for  Long 
Island  ground-waters  has  been  shown  by  all  competent  geolo- 
gists who  have  considered  this  (juestion  ;  notably  by  Professor 
W.  O.  Crosby  of  the  Massachusetts  Institute  of  Technology, 
Boston,  and  by  Mr.  A.  C.  \'eatch  of  the  V .  S.  Geological 
Survey. 


74  REPORT  OF  Jl'.  E.  SPEAR 

RELATIOX  OF  COXSUAFPTIOX  TO  SUPPLY  OF 
BROOKLYN  BOROUGH 

Total  Amount  of  Supply 

The  total  present  and  prospective  supply  of  the  Borough 
of  Brooklyn  from  available  sources  in  western  Long  Island, 
is  summarized  in  the  following;  table : 


Safe  Yield  in  Probable  Yield  in 

Million  Gallons  Per  Million  Gallons  Per 
Source  Day  During  Years      Day  Di  ring  Years 

OF  Normal  Rainfall         of  Deficient 
Rainfall 


Present  works  of  Ridgewood  system.  ...  117  105 

Other  works  now  supplying  Brooklyn 

borough   18  15 

Total  present  supply   135  HO 

Additional  works  in  Ridgewood  system 

now  under  construction   10  8 

Other  works  now  being  constructed  for 

the  supply  of  Brooklyn  borough   15  12 

Total  supply  that  should  be  avail- 
able during  the  year  1908   160  140 

Further  supply  from  the  Ridgewood  sys- 
tem that  might  be  secured  from  eight 
additional  driven-well  stations,  and  the 
completion  of  well  systems  at  Wantagh. 

Massapequa  and  Springfield   28  25 

Additional  supply  that  might  be  obtained 
from  three  new  stations  in  Brooklyn 

borough   7  6 

Total  supply  for  Brooklyn  borough 

that  may  be  made  available.  .  .  .  198  170 


The  low  rainfall  yield  in  this  table  represents  the  probable 
delivery  of  the  works  during  the  next  few  years  sliould  these 
years  be  dry.  The  high  rainfall  of  the  past  few  years  has 
filled  the  ground-water  reservoirs  and  this  storage  will  be 
drawn  upon  for  several  years  to  come. 

Consumption 

The  present  population  of  Brooklyn  borough  is  estimated 
at  1,470.000,  and  the  average  supply  from  all  sources  in  V)07 
was  145  million  gallons  per  day,  of  which  the  Ridgewood 
system  furnished  124  million  gallons  per  day  and  (.ther  .sources 
in  the  borough  limit's  21  million  gallons  per  day. 

The  per  capita  consumption  of  9S.6  gallons  per  day  is  low 
compared  with  that  of  the  P.oroiighs  of  Manhattan  and  The 
]'>ronx,  and  is  due  largely  to  residential  character  of  most 


RELATIOX  OF  COXSUMPTIOX  TO  SUPPLY 


75 


of  the  borough,  to  the  borough  having  been  insufficiently  sup- 
ph'ed  with  water  for  some  years,  and  to  the  reduced  pressure 
that  has  been  maintained  in  the  mains  of  the  distribution 
system  for  much  of  the  time  since  the  shortage  of  water  in 
the  summer  of  1905.  The  experience  of  the  past  offers  Httle 
hope  of  any  substantial  reduction  in  the  consumption  below 
this  figure. 

Relation  of  Coxsumptiox  and  Supply 

The  relation  between  the  estimated  yield  of  the  Brook- 
lyn works  under  conditions  of  normal  rainfall  and  the  con- 
sumption since  a  public  water-supply  was  installed  is  shown 
graphically  on  Sheet  3,  Acc.  L  678.  It  should  be  noted  that 
under  these  conditions  the  safe  yield  as  il  is  termed  in  this 
report  has  generally  been  less  than  the  consumption  since 
1870,  and  that  only  an  ample  and  favorable  rainfall  distribu- 
tion has  saved  the  borough  from  longer  periods  of  water  short- 
age than  have  occurred. 

Since  the  year  1902,  the  consumption  of  the  borough  has 
been  greater  than  the  safe  supply  that  the  works  would  have 
yielded  had  the  average  rainfall  of  these  years  been  normal. 
The  present  works  could  not  have  met  the  consumption  dur- 
ing the  past  year  had  not  the  rainfall  in  western  Long  Island 
been  considerably  above  the  normal. 

Even  with  the  additional  stations  now  under  construction 
in  the  Ridge  wood  system  and  in  the  Boroughs  of  Brooklyn 
and  Queens,  there  will  hardly  be  enough  water  to  supply  the 
increasing  consumption  after  the  year  1909,  if  a  normal  rain- 
fall occurs  for  the  next  two  years,  and  probably  not  enough 
water  to  meet  the  present  consumption  of  the  borough  if  a 
period  of  low  rainfall  ensues,  assuming,  as  we  must,  that  the 
present  rate  of  increase  in  consumption  continues.  The  precip- 
itation has  been  at  or  above  the  normal  since  1896,  with  the 
exception  of  the  year  1905,  and  it  is  not  unreasonable  to  ex- 
pect now  a  period  of  low  rainfall. 

The  total  supply  of  195  million  gallons  per  day  from  a 
complete  development  of  all  readily  available  sources  in  west- 
ern Long  Island  will  not  probably  be  sufficient  to  meet  the 
present  increase  in  consumption  after  1913.  Should  a  period 
of  low  rainfall  set  in,  the  total  safe  supply  would  very  likely 
be  reduced  to  170  million  gallons  per  day,  which  would  hardly 
supply  T>rooklyn  borough  through  the  year  1910. 


76 


REPORT  OF   JV.  E.  SPEAR 


rRGE.\XV  OF  RELIEF  FOR  BROOKLYX  BOROUGH 

It  is  evident  that  if  the  present  rate  of  increase  in  con- 
simiption  continues  an  additional  supply  of  water  from  new- 
sources  outside  of  western  Long  Island  should  be  made  avail- 
able for  the  Borough  of  Brooklyn  in  1912,  and  that  some  wa- 
ter may  be  required  from  new  sources  by  1910  should  a 
period  of  low  rainfall  occur.  Xo  immediate  relief  can  be 
obtained  from  the  Catskill  Mountain  sources,  for  it  will  be 
impossible  to  complete  the  works  from  I'lster  county  to  Xew 
York  City,  including  the  proposed  pressure  tunnel  under  the 
East  river,  and  deliver  water  from  the  north  to  I'rooklyn 
borough  before  1916,  and  perhaps  not  even  before  191S.  The 
only  sources  of  supply  that  can  be  made  available  within  the 
next  five  years,  to  provide  a  large  supply  of  water  to  r)rook- 
lyn  borough,  are  the  ground-waters  of  Suffolk  county,  and 
steps  should  be  taken  at  once  to  develop  these  sources  and 
bring  a  large  supply  to  the  City. 

The  works  necessary  to  collect  and  transport  these  waters 
to  the  City  cannot,  however,  be  comi:)leted  for  several  years. 
In  the  meantime,  the  present  sources  in  western  Long  Island 
should  be  immediately  developed  to  their  full  capacity  to  pre- 
vent a  serious  shortage  of  water  in  Brooklyn  borough. 

SL^PPLY  FROM   SITH^OLK  COrXTY  GROrXD- 
\\'ATh:R  SOURCh:S 

Suffolk  ccMuity  ()ccui)ies  the  central  and  easterly  portion 
of  Long  Island  and  makes  up  about  two-thirds  of  the  entire 
area  of  the  island.  It^  westerly  boimdary  is  only  v^O  miles 
from  City  Hall  and  but  16  miles  from  the  limits  of  Xew 
^'ork  City. 

The  broad  i)lains  of  Suffolk  countw  with  their  coarse,  open 
soils,  j)rovide  one  of  the  most  remarkable  opportnniiies  known 
for  the  collection  of  a  large  watcr-su])p]\-.  If  these  sources 
were  made  available,  they  could  not  only  be  (juickly  and 
cheai)ly  (leveloi)e(l  to  provide  an  emergency  supply  for  Brook- 
lyn borough  within  the  time  in  which  it  will  ])rol)al)ly  be  re- 
(|uired.  but  the>e  M.urces  could  also  be  maiK-  lu  furnish  a  large 
])ermanent  supply  of  eNcellent  water  for  r.ronklyn.  as  well  as 
(  tlier  l)onni<;hs  of  Xi-w  N'ork  City. 

i'.v  skillful  development,  this  Suffolk  t  tmiity  snpi)|y  could 
be  api)ropriated  from  the  large  volumes  of  watc-r  now  miming 


SOURCES   TO   BE  DEVELOPED 


77 


to  waste  there,  without  material  injury  to  Suffolk  County 
residents  and  without  interfering  with  the  growth  of  the 
county. 

SOURCES  IX  SUFFOLK  COUNTY  TO  BE  DEVEL- 
OPED FOR  NEW  YORK  CITY 

The  Suft'olk  County  sources  that  would  yield  by  far  the 
best  supply  of  water,  and  of  which  the  development  would 
cause  the  least  disturbance  to  Suft'olk  County  residents,  are 
the  ground-waters  found  in  the  deep  sands  and  gravels  of 
which  the  soils  and  substrata  of  Long  Island  are  made  up. 

Ortgix  of  Suffolk  County  Ground-Waters 

Like  the  ground- waters  of  western  Long  Island,  the  Suf- 
folk County  waters  have  their  origin  in  the  rains  and  snows 
that  fall  upon  the  surface  of  the  island.  A  large  percentage 
of  this  precipitation  sinks  quickly  through  the  loose,  porous 
soils,  into  the  deep  strata  of  coarse  sand  and  gravel,  beyond 
the  reach  of  vegetation  and  surface  evaporation.  The  ground- 
waters thus  collected  in  the  deep  porous  strata  move  very 
slowly  toward  either  the  northerly  or  southerly  sliore  of  Long 
Island  and  finally  escape  into  the  sea. 

Tlic  dee])  wells  driven  during  the  ])resent  investigations 
confirm  previous  conclusions  that  these  Long  Island  ground- 
water sources  are  fed  only  by  the  rains  and  snows  that  fall 
upon  the  surface  of  the  island,  and  are  not  supplied,  as  popu- 
larl\-  supposed,  by  waters  from  the  Connecticut  shore. 

Quality  of  Grouni)-Water.s 

Tlie  waters  fr(jm  the  Suft'olk  County  sources  would,  on 
the  whole,  be  better  than  the  ground-waters  of  the  Ridgewood 
system  because  of  the  more  favorable  location  proposed  for 
the  collecting  works  and  the  smaller  population  on  the  pro- 
posed Suffolk  county  watershed. 

The  normal  ground-waters  in  Suffolk  county  that  are  gath- 
ered outside  of  the  villages,  and  at  some  distance  from  habita- 
tion, are  remarkably  soft,  and  all  the  ground-waters  are  nat- 
urally clear,  colorless,  and  free  from  any  pollution  or  infec- 
tion, because  of  the  perfect  filtration  of  the  rain-water  that 
takes  place  in  ])assing  through  the  surface  soils,  and  the  suf- 
fr)cation  and  starvation  of  organic  life  that  occur  during  the 


78 


RliPORT  OF   ir.  E.  SPEAR 


months  and  years  in  which  these  waters  remain  in  the  earth. 
Altogether,  these  ground-waters  are  wonderfully  pure,  and 
in  appearance,  taste  and  temperature,  are  most  attractive  for 
domestic  or  industrial  use. 

Grouxd-W'aters  of  Sol'tiiekx  Si  FFoLK  County 

The  most  favorable  of  the  ground-water  sources  are  the 
yellow  water  bearing  strata  forming  the  broad  plains  of  south- 
ern Suffolk  county.  Large  volumes  of  water  could  be  made 
available  from  these  sources,  and  their  nearness  to  New  York 
City,  and  the  surface  topography  of  the  south  shore,  would 
permit  both  a  rapid  and  an  economical  development. 

It  is  proposed  to  appropriate  for  New  York  City  all  the 
deep  ground-waters  that  are  not  needed  for  local  uses  in  south- 
ern Suffolk  county,  from  the  Nassau  County  line  to  Shinne- 
cock  bay. 

The  yellow  gravels  in  southern  Suffolk  county  are  gen- 
erally deeper  and  more  favorable  for  the  collection  of  a  large 
water-supply  than  the  corresponding  strata  in  Nassau  county. 
The  gray,  cretaceous  gravels  below  the  gray  and  black  clays, 
from  which  considerable  water  is  drawn  in  the  Ridge  wood 
works  of  the  Brooklyn  system,  are  altogether  absent  in  Suf- 
folk county,  or,  if  they  do  exist,  occur  at  such  depths  as  to 
prohibit  the  (lcvel()])ment  of  any  considerable  supply  from 
them. 

The  north  shore  of  Suff'olk  county  is  much  less  favorable 
than  the  southerly  portion  of  the  island  as  a  gathering  groimd 
for  a  large  water->u])i)l\-.  'I1ie  siuTace  soils  and  substrata 
(jf  the  glacial  moraines  are.  in  general,  finer,  more  compact 
and  therefore  more  imperxious;  and  the  nnich  greater  de])t]i 
to  the  groimd-waters.  the  >maller  ealeliment  area  and  the  more 
irregular  to])ography  of  the  surface  wiaild  make  an  e\le!i-i\e 
develo])ment  <»f  the  ground- waters  there  more  dithenlt  and 
expensive. 

( Ikoi  ND-W  \  ri:KS  oi-  rill".  ri:c  o.\  ic 

A  cnmpleti-  development  ot"  the  a\ailal)le  Sultolk  County 
ground-water  sources  should,  however,  inehide  the  surplus 
ground-waters  in  the  C(.arse  sands  .-md  graxi'ls  of  the  Peconic 
valley.  Tiiis  valley  lic-s  at  tlu-  liead  of  tlu-  (  ireal  Teeouic  b.iy. 
between  the  tw<.  morainal  liilN,  into  whieh  the  main  ridge,  or 
"back  bone"  of  the  i-land.  divides  in  eastrrn  Nassau  conntv. 


WATER   TO  BE  APPR0PRL4TED 


79 


The  amount  of  water  to  be  obtained  from  these  Peconic 
\^alley  sources  would  not  be  large,  even  without  any  reserva- 
tions for  local  uses,  but  the  collection  of  the  water  should  not 
be  expensive,  and  it  could  readily  be  delivered  to  the  main 
south  shore  works. 

A^IOUXT  OF  WATER  TO  BE  APPROPRLATED  FROM 
SUFFOLK  COUNTY  SOURCES 

Area  of  Ground- Water  Catchment 

The  total  catchment  area  of  these  Suffolk  County  sources 
amounts  to  about  332  square  miles.  Of  this,  294  square  miles 
represent  the  drainage  area  of  the  south  shore  ground-water 
sources  and  38  square  miles  the  catchment  area  of  those  in  the 
Peconic  valley. 

Total  Yield  of  These  Sources 

The  average  annual  rainfall  on  the  Suttolk  County  water- 
sheds is  estimated  as  45  inches.  It  is  safe  to  estimate  that  37 
per  cent,  of  this  rainfall,  or  16.7  inches  depth,  which  is  equiva- 
lent to  an  average  daily  yield  of  800,000  gallons  per  square 
mile,  can  be  secured  from  these  Suft'olk  County  catchment 
areas  if  an  adecfuatc  amount  of  ground-water  storage  is  made 
available  in  years  of  extremely  low  rainfall.  This  estimate  is 
based  upon  the  amount  of  water  now  being  obtained  from  the 
sources  of  the  Ridgewood  system  of  the  Brooklyn  works  in 
western  Long  Island,  and  upon  the  yield  of  other  similar 
drainage  areas. 

The  normal  yield  of  the  ground-water  catchment  area  of 
the  old  watershed  of  the  Ridgewood  system  is  about  900,000 
gallons  per  day  per  ^fjuare  mile,  or  43  per  cent,  of  the  average 
rainfall  of  44  inches  in  western  Ltjng  Island.  It  appears  tliat 
both  the  old  and  the  new  watersheds,  if  fully  devehjped.  will 
yielfl  nearly  1,000,000  gallons  j)er  dav  ])er  square  mile  during 
years  of  normal  rainfall.  European  watersheds  of  similar 
character,  on  which  the  rainfall  is  nuich  less  than  on  Long 
Nlanrl,  have  delivered  for  some  years  from  40  to  .^0  per  cent, 
of  the  rainfall,  and  it  would  be  reasonable  to  expect  an  equally 
la^ge  or  even  greater  percentage  of  collection  from  these  Long- 
Island  catchment  areas  because  of  the  larger  rainfall  here. 

On  the  basis  of  a  unit  yield  of  SOO.OOO  gallons  per  day  per 
square  mile,  the  total  average  collection  from  the  catchment 


80 


REPORT  OF  JV.  E.  SPEAR 


area  of  332  square  miles  in  southern  Suffolk  county  and  in  the 
Peconic  valley  would  be  266  million  gallons  per  day. 

Xet  Supply  to  bk  Appropriated  for  Xew  York  City 

If  the  complete  development  of  these  deep  ground-waters 
should,  in  the  future,  deprive  the  Suffolk  County  people  of 
their  sources  of  water-supply,  seriously  lower  their  ponds  and 
streams,  or  in  any  way  prove  detrimental  to  their  interests, 
sufficient  water  for  all  real  nee(is  should  certainly  he  reserved 
to  them.  Xew  York  City  must  recognize  the  priority  of  right 
of  the  Suffolk  County  towns  to  sufficient  water  to  satisfy  all 
reasonable  demands  for  domestic  water-supply. 

Even  if  it  appears  that  the  collection  of  the  deep  ground- 
waters might  possibly  interfere  with  local  sources  of  supply, 
it  would  seem  best  that  Xew  York  City  should  completely  de- 
velop these  ground-waters  and  reserve,  if  necessary,  ivom  the 
total  yield  the  water  required  for  local  needs.  This  plan  would 
be  preferable  to  the  alternative  of  setting  aside  portions  of  the 
catchment  area  for  local  uses. 

The  amount  of  water  that  need  be  thus  reserved  in  Suft'olk 
county  for  the  su])plv  of  the  local  papulation  and  for  the  uses 
of  the  few  manufacturing  interests,  or  that  might  be  lost  in 
maintaining  the  levels  on  some  of  the  south  shore  streams, 
would  be  a  small  ])art  of  the  whole,  and  would  not  for  many 
years  greatly  dimini>h  the  net  su])ply  that  could  be  conveyed 
to  Xew  York  City. 

The  present  resident  ])(i])ulati()n  in  the  waterslu'd  is  about 
30,000,  of  which  it  is  estimated  that  only  l/.OOO  are  within 
the  area  that  would  be  affected  1)\  the  operation  of  the  i)ro- 
j)osed  collecting  works.  The  larger  number  re])resents.  i)er- 
ha])S,  more  nearl\-  the  population  that  wonld  be  supplied  from 
the  propose(i  work-,  and  this  number  is  increa-ed  for  a  lew 
months  of  the  xcar  b\-  tlie  >ninmer  \isitors.  It  >eeins  \ery 
unlikeh-  that  .^0  \ears  hence,  say  in  VHi),  the  total  i)opulation 
to  be  supplied  would  exceed  lOO.OOO.  It  this  entire  jxtpula- 
tion  were  provided  with  water,  they  would  not  probably  reipiire 
more  than  1.^  to  20  million  gallons  per  day. 

With  the  ])rol)ability  of  a  larger  unit  \  ield  from  the  Suf- 
folk CouiUv  water'^heds  than  has  bc-en  adopted  in  these  esti- 
mates, there  would  be  no  diniculty  for  many  years  in  ap])ro- 
l)riating  for  Xc-\\  N'ork  Cit\  a  net  sn])pl\  of  2.^0  million  gallons 
])er  da\ . 


COLLECTING  GROUND-WATER 


81 


METHOD  OF  COLLECTIXG  GROUXD-WATER 

It  is  proposed,  in  general,  to  collect  these  Suffolk  County 
ground-waters  before  they  escape  into  the  sea,  on  lines  that 
would  permit  of  a  maximum  yield  of  the  catchment  area,  con- 
sistent with  a  reasonable  security  against  any  pollution  or  im- 
pairment of  the  quality  of  the  supply. 

On  the  lines  of  development  in  Suffolk  county  that  are 
suggested  on  the  general  map.  Sheet  4,  Acc.  5602,  page  26,  it  is 
proposed  to  acquire  a  right-of-way,  600  to  1000  feet  in  width, 
in  order  to  prevent  the  encroachment  of  dwellings  on  the  col- 
lecting works,  and  thoroughly  protect  the  groimd-waters  from 
pollution.  This  width  of  right-of-way  would  also  permit  of 
securing  pleasing  landscape  effects  and  of  constructing  high- 
ways lengthwise  of  the  island  leading  to  and  from  Xew  York 
City.  These  improvements  would  add  much  to  the  attractive- 
ness of  the  project  and  greatly  facilitate  the  efficient  operation 
of  the  pr()])osed  works. 

Wfjj.s  axd  PuMi'iXG  Syste:\[ 

The  ground-waters  could  best  be  collected  on  these  loca- 
tions by  means  of  a  continuous  line  of  dec]^  wells  constructed 
at  intervals  along  the  center  of  the  right-of-way.  It  is  pro- 
posed to  pump  the  water  from  these  wells  by  means  of  suitable 
deep  well  pumps  and  electric  motors,  each  of  which  would  be 
operated  independently  from  substations  at  intervals  of  about 
four  miles.  All  would  l)e  driven  froui  a  central  power-station 
to  be  located  at  tide- water  on  the  (  ireat  South  bay. 

CoLLKCTixc,  Works  ix  Soi  tiiicrx  Si'KFoi.k  Couxtv 

Tile  location  proj)()sed  for  the  collecting  works  in  sr)Uthern 
.Suffolk  county  is.  for  much  of  its  length,  in  the  scrub  oaks 
and  pine  bnrrens,  f)nly  sparsely  settled  and  but  little  farmed. 
The  works  wouKl  be  everywhere  north  of  the  large  villages 
and  the  scattered  farms  and  summer  residences,  and  at  some 
distance  from  the  many  ponds  along  the  south  shore. 

The  land  on  this  location  should  not  be  ex]x'nsive,  nor  the 
consefjuential  damages  large.  The  collection  of  the  ground- 
waters on  this  location  would  disturb  onlv  a  few  residents  of 
.southern  Suffolk  county,  and  would  hardly  affect  the  water- 
levels  in  many  of  the  streams  and  ponds. 

This  location  wouhl  furthermore  provide  an  insurance  of 


82 


REPORT  OF  JV.  E.  SPEAR 


the  continued  purity  of  the  supply.  There  would  be  little 
danger  of  pollution  of  the  ground-waters  by  the  local  popula- 
tion, ^lore  important  still,  the  distance  from  the  south  shore 
bays  to  the  collecting  works  would  be  sufficient,  under  reason- 
able conditions  of  operation,  to  protect  the  proposed  works 
from  the  infiltration  of  sea-water  which,  because  of  its  greater 
specific  gravity,  fills  th(^  deep  strata  at  some  distance  from 
the  shore.  If  this  salt  water  were  permitted  to  reach  the  wells 
of  the  proposed  works,  the  mineral  contents  of  the  ground- 
water would  be  greatly  increased  and  the  supplv  would  become 
extremely  hard  and  (|uite  undesirable  for  both  domestic  and 
commercial  uses. 

Fresh-Water  Reservoirs  ox  the  Salt-Water  Estuaries 

To  further  safeguard  from  the  sea-water  the  supply  col- 
lected on  the  above  location,  it  is  proposed,  on  the  estuaries 
of  the  larger  south  shore  streams,  to  construct  low  earth  dams 
and  create  reservoirs  of  fresh  waters  that  would  crowd  out 
the  sea-water  in  the  underlying  sands  and  gravels  and  minimize 
the  danger  of  the  salt  water  reaching  the  wells  of  the  proposed 
collecting  works.  Reservoirs  are  proposed  on  the  Connetciuot 
river,  Brown's  creek,  Patchogue  creek,  Swan  river,  ^lud  creek. 
Carman's  river,  Forge  river,  Terrell  river,  Scatuck  creek,  Spe- 
onk  river,  Beaverdam  creek  and  Ouantuck  river. 

These  dams  and  reservoirs,  with  the  proposed  rollways  and 
locks  on  the  larger  estuaries,  would  im]:)rove  boating  and  navi- 
gation on  these  streams  and  greatb-  increase  their  natural 
beaut\'. 

l)K.\.\cif  Tj\i:s  for  AiM)rno\Ai.  Stokace 

Even  with  these  protecting  works  there  would,  at  times, 
be  danger  from  sea-water,  if  large  volumes  of  ground-water 
storage  were  drawn  on  this  south  shore  location  during  long 
periods  of  ext rt'nielv  low  rainfall  to  maintain  the  normal  yield 
of  tlu-  catchment  area.  It  i^  pro])ose(l.  therefore,  to  construct 
colk-cting  work>  on  three  branch  lines,  to  Melville.  Lake  drove 
and  Middle  Island,  resi)ectively,  by  which  to  secure  additional 
ground-water  storage  from  the  deep  water  bearing  strata  in 
tlu-  ccntrr  of  tlu-  island. 

I  )c"C'p  Wflls  live  pi-oj)()Scd  within  a  w  ide  right-of-way  as 
(Ml  the  main  south  sjiori'  line.     It  would  br  possible  on  these 


COLLECTIXG  GROUXD-JVATER 


83 


branch  lines  to  pump  large  volumes  of  ground-water  during 
periods  of  extreme  drought,  without  danger  from  sea-water. 

CoLLECTixG  Works  ix  the  Peconic  Valley 

The  ground-waters  of  the  Peconic  River  valley  could  be 
developed  by  means  of  a  line  of  wells  along  the  south  bank 
of  the  Peconic  river  from  Riverhead  to  Calverton,  on  a  strip 
of  undeveloped  land  averaging  perhaps  a  thousand  feet  in 
width.  A  transmission  line  would  be  constructed  from  the 
central  power-station  on  the  south  shore,  to  furnish  power  foi 
pumping  these  wells. 

Utelizatiox  of  Fl(k)d  Flows  ix  Surface  Streams 

In  order  to  avoid  the  loss  of  the  flood  flows  which  occur  in 
the  larger  surface  streams  of  Suffolk  county,  it  is  proposed 
on  the  Carll's  river,  Connetquot  brook,  Patchogue  river  and 
Carman's  river,  to  construct  small  storage  reservoirs  or  infil- 
tration basins  above  the  main  line  of  the  collecting  works. 
The  existing  ponds  on  the  Peconic  river  would  serve  to  im- 
l)ound  tlie  Hood  flows  of  that  stream.  I'v  means  of  wells 
driven  about  the  margins  of  these  basins,  the  surface-waters 
would  be  drawn  through  the  coarse  sandy  bottoms,  and  de- 
livered completely  purificfl  to  the  transportation  works  as 
"  artificial  ground-water." 

These  reservoirs  are  planned  to  be  in  operation  only  at 
times  when  the  flow  of  the  streams  is  in  excess  of  their  normal 
summer  discharge.  They  would  not  be  used  to  regulate  the 
delivery  of  the  deep  ground-waters,  and  the  present  surface 
ponds  would  be  equally  valueless  for  this  purpose  in  the  sys- 
tem of  ground- water  collecting  works  pro])ose(l.  The  ground- 
water storage  in  the  deep  sands  and  gravels  could  be  made 
am])le  in  volume  to  meet  the  fluctuations  in  the  ground-water 
yield,  and  would  be  preferable  to  any  surface  storage. 

Ri:mov.\l  ()!•  Tkox 

The  present  investigations  indicate  that  it  would  not  at 
first  be  necessary  to  treat  these  Suffolk  County  waters  for  the 
removal  of  iron.  Should  the  iron  contents  increase,  and  such 
treatment  be  refpiired  after  some  years  of  operation,  the  works 
necessary  for  tlie  treatment  of  the  water  could  readily  be  con- 
structed in  the  sections  where  the  amount  of  iron  is  high. 


84 


REPORT  OF  IV.  E.  SPEAR 


PROTECTIOX  OF  SUFFOLK  COUXTY  INTERESTS 

One  of  the  first  steps  toward  the  acquisition  of  the  Suffolk 
County  waters  should  be  that  of  safeguarding  local  water- 
supplies,  and  providing  ample  protection  to  all  Suffolk  County 
interests. 

The  people  of  Suff'olk  county  fear  that  the  diversion  of 
any  of  their  water  to  X^ew  York  Citv  would  interfere  with  the 
growth  of  the  county  and  be  detrimental  to  their  agricultural 
interests  and  other  industries.  The  owners  of  large  estates 
and  members  of  the  clubs  on  the  south  shore  believe  that  the 
appropriation  of  Suff'olk  County  waters  would  reduce  in 
volume  the  flow  of  their  streams,  lower  the  surface  of  their 
jjonds,  and  thus  greatly  detract  from  the  beauty  and  enjoy- 
ment of  their  property. 

The  ground-water  works  of  the  Ridgewood  system  in 
X^assau  county  were  hastily  constructed  in  times  of  severe 
water  shortage  in  Brooklyn,  and  for  reasons  of  economy  were 
placed  near  existing  conduit  lines  that  had  been  originally 
located  to  secure  only  a  surface-water  supply.  Because  of  the 
methods  of  collecting  the  ground-water  adopted,  and  the  un- 
fortunate location  of  these  works  near  the  south  shore  towns, 
their  operation  has  caused  some  annoyance  to  local  residents 
and  has  given  the  ])eoi)le'  of  Suff'olk  county  some  reason  for 
their  fears.  1 1  is  believed,  with  the  more  favorable  location 
pro])osed  for  the  Suffolk  County  works,  north  of  the  south 
shore  villages,  and  the  better  methods  of  collection  that  are 
here  suggested  for  the  new  Suff'olk  County  system,  that  much 
of  the  annoyance,  that  has  occurred  in  Xassau  C(nmt\',  may 
be  avoided. 

A\ior\T  oi'  Sri-i'Oi.K  dn'STw  W  \'n:i<  Ili-ixc  1' ri  i.i/.i:n 

The  Suffolk  Connt\-  w.'iters  are  now  l)eing  utilized  only  t(^ 
a  limited  extent  for  the  -^^ppl\  of  llu'  rc-Mdc'nl  and  transient 
])o])nlation.  for  street  and  lawn  sprinkling,  boiler  feed,  wash 
wate;-  and  water -pow  c-r.  The  .'inioniil  of  gronnd-water  n-^ed 
for  domestic  and  eon iniei-eial  purposes  is  rt'lati\'el\'  small,  and 
the  uaters  of  inan\-  of  the  surface  strt'anN  at  pi'esent  run  to 
waste  and  serve  no  Usefnl  purpose. 

'I'he  total  amonnt  of  water  that  is  now  used  within  the 
w  .'itershe(ls  that  it  is  |)ro|)ose(l  to  deN'elop  is  estimated  as  fol- 
lows : 


PROTECTION  OF  SUFFOLK  COUNTY  INTERESTS  85 


Million 
gallons 
per  day 

Public  water-supply  (maximum  ground-water  pump- 
age  of  local  water-works  in  summer  months)  ....  5 

Steam-power,  wash  water  and  other  small  commer- 
cial uses  (surface  and  ground-waters)   1 

Water-power  (average  flow  of  surface  streams  that 
may  be  utilized  for  power)  about   80 

Total  amount  of  water  used   86 


Local  WATER-Sin-rrA' 

\\'ater  for  domestic  supply,  steam-power,  wash  water  and 
similar  uses  would  need  to  l)e  supplied  by  Xcw  York  City  from 
the  proposed  works,  at  a  reasonable  price,  in  the  event  of  the 
proposed  collecting  works  interfering  with  the  present  sources 
of  supply.  Tlie  Suffolk  County  towns  should  receive  positive 
assurances  that  New  York  City  will  make  good  to  them  the 
ground-water  of  which  the  proposed  collecting  works  might 
deprive  tlicir  local  works,  and  tliat  in  tlic  future  The  City 
would  always  provide  these  towns  witli  an  ample  supi)1y  of. 
water,  as  the  population  increases. 

Si  RFACE  Streams 
\\  liilc  any  ])]an  to  a])propriate  the  surface  streams  should 
be  frankly  disclaimed,  it  is  hardly  conceivable  that  a  com- 
plete development  of  the  deep  ground-waters  would  not  even- 
tually result  in  some  lowering  of  the  surface  ponds  and  m 
some  decrease  in  the  flow  of  the  streams  that  are  near  the 
location  of  the  proposed  collecting  works,  unless  the  works 
are  planned,  as  now  proposed,  to  properly  maintain  these  nat- 
ural features. 

Many  of  the  small  ponds  and  streams  along  the  south 
shore  are,  however,  so  far  from  the  proposed  works  that  their 
surfaces  would  be  maintained  by  the  rainfall  on  their  imme- 
diate watershed  and  would  be  but  little  affected  by  any  lower- 
ing of  the  ground-water  on  the  location  proposed. 

A  small  amount  of  water-])ower  is  (levelo])ed  on  the  larger 
surface  streams.    If  the  normal  flow  of  these  streams  should 


86 


REPORT  OF   W.  E.  SPEAR 


be  decreased  by  the  operation  of  the  ground-water  works,  the 
power  could  be  replaced  at  comparatively  small  expense  by 
steam  plants  or  perhaps  by  electric  power  from  the  proposed 
central  power-station  for  the  operation  of  the  w^ell  system. 
The  total  hydraulic  equipment  now  in  use  on  the  surface 
streams  is  estimated  to  aggregate  only  220  horse-power. 

^NTatxtexaxce  of  Surface  Ponds 

The  objections  of  the  owners  of  the  streams  and  ponds 
which  form  such  an  attractive  feature  of  southern  Sutfolk 
county  should  not  be  difficult  to  meet,  if  the  owners  are  ap- 
proached in  a  spirit  of  fairness  and  good  will.  These  people 
do  not  care  to  sell  their  ponds  and  streams,  or  the  lands 
adjacent  to  them,  nor  do  they  wish  to  have  the  surfaces  of 
their  ponds  lowered  to  an  extent  that  wtnild  expose  unsij^iitly 
banks. 

The  large  volumes  of  water  now  running  to  waste  over  the 
spillways  of  many  of  these  ponds  do  not,  however,  appear  es- 
sential either  to  the  attractiveness  of  these  ponds  or  to  the 
wholesomeness  of  their  waters.  A  reduced  flow  would  answer 
in  most  cases  equally  as  well,  and  little  complaint  sliould  ari^e 
as  long  as  the  ponds  remained  full. 

If,  however,  the  operation  of  the  prt)posed  works  lowered 
the  water  in  any  ])()nds  below  their  spillways,  sufficient  water 
should  be  delivered  to  these  ])onds  from  the  proposed  col- 
lecting works,  to  maintain  the  surface  of  the  ponds  at  or  \  er\- 
near  their  spill\\a\-  le\el.  as  the  lirooklyn  department  is  now- 
doing  at  .Mas>aj)e(|ua  lake,  a  pond  just  below  their  collecting 
works. 

r>ut  little  of  the  water  thus  diverted  to  these  ponds  would 
be  really  hxst  as  long  as  the  ponds  were  kept  at  the  level  (^f 
or  slightly  below  the  crest  of  the  spilhva\s.  because  most  of 
the  water  would  ])e  drawn  back  to  the  collecting  works  th.rougli 
the  bottoms  of  the  ponds  and  the  pore  spaces  of  the  earth.  A 
com])lete  and  continuous  circulation  throngli  tlie  ponds  would 
thus  be  created,  and  the  wholesomeness  of  their  waters  and 
their  original  volume  and  ai)])earance  would  be  preserved. 
If  it  were  not  feasible  to  divert  water  from  the  a(|ucduct,  a 
(•(  »ntiiui<  )Us  circulati<m  could  be  mainl.iined  b\  means  of  small 
independent  pumping  units  located  a  short  distance  above  the 
p<  )n(ls. 


PROTECTIOX  OF  SUFFOLK  COUXTY  LXTERESTS  87 


The  only  cost  of  keeping  up  these  pond  levels  would  be 
that  of  pumping  from  the  ground  the  water  required  for  the 
circulation,  and  doubtless  the  expenditure  would  be  well  worth 
while,  aside  from  the  value  of  maintaining  the  appearance  of 
the  ponds,  in  that  a  full  pond  would  protect  the  collecting 
works  against  the  entrance  of  sea-water  from  the  south  shore 
bays. 

If  it  should  happen  that  the  pumping  at  the  proposed  works 
lowered  the  water  in  any  ponds  that  were  so  near  the  soutli 
shore,  or  so  far  from  the  collecting  works  that  little  or  none 
of  the  water  delivered  from  the  collecting  works  would  return, 
it  would,  perhaps,  be  even  more  satisfactory  to  lower  the  spill- 
ways and  dredge  out  the  beds  of  these  ponds  to  remove  any 
shallows  uncovered  in  the  lowering  of  the  water-level.  The 
original  depths  and  areas  of  water  surface  with  attractive 
slopes  of  clean  sand  and  gravel  could  be  secured  by  this  means 
at  no  great  expense.  The  dredging  of  the  loose  sands  and 
gravels  from  the  beds  of  these  ponds  could  be  done  very 
cheaply,  and  the  adjacent  swamps  and  low  salt  marshes  could 
be  greatly  improved  by  delivering  the  dredged  material  to 
them  and  raising  their  surfaces. 

Agricultural  I xterests 

The  isolated  householders  and  the  owners  of  the  few  farms 
that  are  located  north  of  the  south  shore  villages,  in  the  vicin- 
ity of  the  proposed  collecting  works,  would  doubtless  expect 
compensation  from  The  City  for  any  material  lowering  of 
the  water  in  their  wells  and  for  any  damage  to  their  crops 
that  might  be  caused  by  the  operation  of  the  proposed  works, 
and  The  City  would  expect  to  pay  all  reasonable  clainus  of  this 
kind.  Such  claims  would,  however,  be  minimized  by  the  pur- 
chase of  a  right-of-way  1000  feet  in  width,  since  the  depres- 
sion of  the  surface  of  the  ground-water  outside  of  this  right- 
of-way  would  be  comparatively  small.  The  number  of  these 
claims  would,  at  any  rate,  be  few  on  the  pro])osed  location 
of  the  collecting  works,  for  much  of  the  line  is  in  the  scrub 
oak  and  pine  barrens,  far  from  habitations. 

Investigations  have  shown  that  when  the  ground-water  sur- 
face is  over  five  feet  below  the  surface  of  these  coarse  Suf- 
folk County  soils,  no  moisture  reaches  the  surface  or  the  roots 
of  vegetation  through  capillary  action. 


88 


REPORT  or  ]V.  E.  SPEAR 


Only  15.000  acres  or  7  per  cent,  of  the  entire  surface 
of  the  proposed  Snltolk  County  watersheds,  of  332  square 
miles,  or  212.000  acres,  is  less  than  live  feet  above  the  ground- 
water, so  that  the  crops,  the  trees  and  other  vegetation  on  the 
remaining  93  per  cent,  is  now  watered  entirely  by  the  rains 
that  slowly  percolate  through  the  soils  to  the  deep  water  bear- 
ing strata. 

The  adequacy  of  this  source  of  moisture  for  growing  crops 
has  been  demonstrated  by  the  Long  Island  experiment  station 
at  Afedford,  where  the  ground-water  is  40  feet  below  the 
surface  of  the  ground.  Excellent  crops  of  all  kinds  were 
grown  there  last  year,  where  nothing  but  scrub  oak  existed 
before. 

Of  the  7  per  cent,  of  the  entire  watershed  surface, 
which  is  perhaps  near  enough  to  the  ground-water  surface  to 
derive  some  moisture  from  it,  10.100  acres,  or  hardly  5  per 
cent.,  is  near  enough  to  the  proposed  collecting  works  to  be 
effected  by  their  operation,  and  4.000  acres  or  40  per  cent,  of 
tliis  i<  water  surface  or  meadow  and  swamp  lands  that  would 
be  iiuproved  by  the  lowering  of  the  water-table  below  the  toj> 
soils.  Damage  could  not  possibly  occur  on  more  than  6.100 
acres,  or  2.9  per  cent,  of  the  catcliment  area,  and  of  this  only 
850  acres,  or  0.4  per  cent',  of  the  whole  watershed  is  now  under 
cultivation. 

OTFfi-R    SlTFOLK   CoTXTV  TXDrSTKlKS 

]\rany  of  the  o1)jections  raised  in  Suffolk  county  tlie 
opposition  to  the  a])propriation  of  tlie  sur])]us  waters  of  Suf- 
folk county  are  not  well  founded,  and  it  should  not  be  dilticult 
to  show  this  to  those  who  presc-nt  them.  .Much  has  been  said, 
for  example,  about  the  dan.^er  to  the  ox'ster  induct rw  of  divert- 
ing from  the  south  shore  bays  any  portion  of  the  tresh  water 
that  now  enters. 

it  can  be  shown  tliat  the  fre>h  water  that  it  is  proposed  to 
ap])roj)riate  for  .\ew  \'ork  City  could  he  dixerted  from  the 
Creat  South  l)a\'  without  nuieh  hai'ui  to  tlu'  oyster  in(lu>tr\'. 
.\  small  portion  of  tin-  I)imK  uiighl  \)v  slightly  iujiire(l  by  the 
increase  of  the  salinity  of  the  watt-r.  but  this  iiijnr\-  would  be 
offset  by  tin-  increase  in  salinity  of  the  water  in  other  ijortions 
of  the  l)a\'.  wlieic  the  watir  is  now  too  fresh  for  the  pr()i)er 
growth  of  the  o\  sier.  'fhe  slight  increasi-  in  salinity  in  [\\v  (  ireat 
.Sontli  bay  would  uoi  affect  the  food  ^u])ply  of  llu'  o\ster. 


TRANSPORTATION  TO  CITY 


89 


change  the  character  of  the  bottom  of  the  bay,  nor  materially 
increase  the  growth  of  the  starfish  and  other  enemies  of  the 
oyster.  The  conditions  for  the  culture  of  oysters  in  Shinne- 
cock  bay,  after  the  proposed  diversion  of  the  ground-waters, 
would  be  more  favorable  than  at  present,  because  the  waters 
of  this  bay  are  somewhat  too  fresh  for  the  oyster,  even  with 
the  salt  water  that  enters  through  the  canal  from  Peconic  bay. 

Advantages  to  Suffolk  County  in  the  Proposed  Works 

The  residents  in  Suffolk  county  should  not  overlook  the 
many  advantages  to  be  gained  by  them  in  the  construction  of 
the  proposed  works.  While  a  few  v;ould  doubtless  be  incon- 
venienced during  the  period  of  construction,  the  building  of 
new  highways  parallel  with  the  south  shore  would  make  large 
areas  of  Suffolk  county  more  accessible,  and  the  improvements 
proposed  on  the  right-of-way  tliat  The  City  ])urchascs  would 
add  much  to  the  attractiveness  of  the  country  tlu-ougli  wliich 
the  works  would  be  constructed. 

The  money  that  would  1)c  expended  here  by  Xew  York  City 
in  land  purchases,  and  tlie  amounts  that  would  ])e  disbursed 
for  labor  and  materials,  would  mean  much  to  the  material 
prosi)erity  of  the  county  for  man\-  xears.  The  water-sup]:)ly 
that  would  be  furnished  the  residents  of  Suft'olk  county  from 
the  proposed  aqueducts  would  be  ample  in  volume,  and  of  a 
better  (jualit\-  than  that  now  .su])])lie(l  from  some  of  the  pump- 
ing-stations  within  the  village  limits. 

TR.WSI'ORTATIOX   OI^^   SUPPLY  TO  NEW  YORK 

CITY 

A I .  \  s  o  x  in  ■  C "  r  t  -  A  X  n  -  C  o  \  ■  I  -:  K  A  ( j  i ;  i-:  i )  u  c  t  s 

Jt  is  i)ro})osed  that  the  ground-water  collected  in  Suft'olk 
county  be  convcNed  to  Xew  York  City  in  cut-and-co\'er  aque- 
ducts of  concrete  masonry  similar  to  that  being  constructed 
on  the  Catskill  works.  For  a  large  ])crmanent  supply  that  is 
to  be  transported  some  distance,  this  character  of  construction 
is  cheaper,  both  in  first  cost  and  in  f)])eration.  than  steel-pipe 
lines,  and  is  much  more  durable. 

The  waters  in  southern  Suffolk  county  could  l)e  conveyed 
entirely  by  gravity  in  this  type  of  masonry  aqueduct,  from 
the  easterly  limit  of  the  collecting  works  to  a  pumping-station 
in  Brooklyn,  where  the  waters  would  be  raised  to  a  distributing 
reservoir  or  delivered  directlv  to  the  Citv  mains. 


90 


REPORT  Of   JV.  E.  SPEAR 


The  Peconic  \^alley  waters  could  be  similarly  conveyed  in 
a  cut-and-cover  aqueduct  to  a  puniping-station  near  River- 
head.  From  this  point,  it  is  proposed  to  pump  these  waters 
throug^h  cast-iron  pipes  over  the  divide  separating  the  Peconic 
valley  from  the  southerly  slope  of  the  island,  to  the  main  south 
shore  aqueduct  at  W'esthampton,  through  which  they  would 
flow  by  gravity  to  lirooklyn  borough,  mingled  with  the  waters 
of  southern  Suffolk  county. 

The  general  location  of  these  Suft'olk  Count}-  aqueducts 
are  shown  on  Sheet  4,  Acc.  5602,  page  26. 

Cai'acitv  of  Proposed  Aqueducts 

It  is  proposed  to  make  the  nominal  capacity  of  the  main 
ac|ueduct  through  Nassau  county.  Queens  borough  and  Brook- 
lyn borough,  by  which  to  transport  the  proposed  supply  from 
Suft'olk  county,  250  million  gallons  per  day. 

The  cai)acity  of  this  aqueduct  from  Smith's  pond  to  Brook- 
lyn may  be  readily  made  300  million  gallons  per  day  by  in- 
creasing the  slope  between  these  |)()ints.  ddiis  additional 
cai)ac't\-  would  ])ermit  inspection  and  repairs  on  the  old  brick 
conduit  of  the  Ridgewood  system,  which  now  cannot  be  put 
out  of  service  for  this  i)urpose  without  imperilling  the  supply 
of  r»rooklyn  borough.. 

The  main  aqueduct  in  Suffolk  county  need  not  be  con- 
structed of  the  full  cai)acity  beyond  dreat  River,  which  is  15 
miles  from  Xassau  countw  II  is  planned  to  provide  lor  the 
acjueduci  in  an\-  section  a  carr\ ing  ra])acil\  proportional  to 
the  tribntar\-  catchnu'iil  area,  and  to  make  the  aipiednct  sufti- 
cientlv  large  to  permit  the  transportation  ol"  tlie  maxinnini 
j)nmpage  ot'  all  ]> :)rti<tns  ot"  the  colk'cling  \\()ii<s.  The  >i/.e  ot 
tlu-  a(|uednct  would  be  >uccessi\  ely  reduced  b\-  amounts  corres- 
ponding to  cai)acities  of  25  to  50  million  gallons  daily,  until 
at  tlu-  junction  of  the  Teconic  a(|ue(liict,  east  of  \\'esthain])ton. 
its  capacit\  would  be  oiiK  100  million  gallons  per  (la\.  The 
last  few  miles  <,f  the  main  line  need  not  lia\e  a  daily  capacity 
in  excess  of  25  million  gallons. 

The  I'ecopic  \  alle\-  a(|ne(luct.  the  foi\-e  main  and  a(|Uednct 
from  l\i\-erhead  to  West liampton,  and  the  \]\vvc  hranch  con- 
duits to  the  ceiUer  of  tlu-  island,  are  each  planned  to  liave  a 
nominal  ca])acit)-  of  50  million  gallons  i)it  dax. 


COXSTRUCTIOX  OF  WORKS 


91 


CONSTRUCTI(3X  OF  SUFFOLK  COUNTY  WORKS 

With  the  introduction  of  the  Catskill  supply  within  the 
next  few  years,  the  needs  of  New  York  City  would  not  require 
immediately  the  entire  supply  of  250  million  gallons  per  day 
from  the  Suffolk  County  sources.  The  small  margin  between 
the  consumption  and  supply  in  Brooklyn,  the  exhaustion  of 
available  sources  in  western  Long  Island  and  the  impossilMlity 
of  securing  immediate  relief  from  the  Catskill  sources,  make 
it  imperative,  however,  to  complete  at  an  early  date  such  por- 
tions of  the  proposed  Suffolk  County  works  as  would  supply 
sufficient  water  to  place  this  portion  of  the  City  beyond  any 
danger  of  a  water  famine. 

First  A\'orks  to  be  Built 

The  first  stage  of  construction  of  the  Suff'olk  County  works 
would  naturally  include  the  main  aqueduct  of  full  size  from 
Ridgewood  in  Brooklyn  borough  to  Great  River,  about  15  miles 
from  the  Nassau-Suft'olk  County  line,  the  collecting  works  of 
this  first  section  in  Suffolk  county  and  as  much  of  the  central 
power-station,  transmis>ion  works  and  the  ])umping-station  in 
Brooklyn  as  v;ould  be  necessary  for  this  development. 

The  south  shore  of  Long  Lsland  presents  no  obstacles  to 
the  most  raj)i(l  construction  of  the  pro])osed  works.  Under 
favorable  circumstances,  the  great  part  of  this  first  section  of 
the  Suff'olk  County  works  might  be  com]:)leted  by  the  year 
1912,  and  would  ])ro\  i(le  a  normal  supply  of  70  million  gallons 
per  day.  This  amount  of  water  w(juld  probal)ly  be  sufficient 
for  both  P>rook]yn  and  Queens  l)oroughs  for  six  or  eight  years 
after  its  introduction  without  any  water  from  the  north. 

'i'he  next  stage  in  the  construction  of  the  aqueduct  lines 
and  collecting  works  in  Suffolk  countv  would  be  the  section  of 
15  miles  from  (ireat  River  to  South  TTaven,  which,  with  the 
first,  would  yield  150  million  gallons  per  da}'.  lM)llowing  this, 
the  remainder  of  the  south  shore  works,  about  19  miles  in 
length,  would  be  built  to  a  i)oint  near  Ouogue,  when  about 
220  million  gallons  per  day  could  be  obtained  from  the  entire 
works.  The  Peconic  ^^allcy  collecting  works,  about  four  miles 
in  length,  and  the  force  mains  and  a(jueduct  from  Riverhcad 
to  the  south  shore,  a  distance  of  about  six  miles,  would  next 
be  constructed  to  secure  the  entire  supply  of  250  million  gallons 
per  day,  after  which  the  three  branch  lines,  aggregating  about 
24  miles,  would  be  built  to  make  available  the  storage  neces- 


92 


REPORT  OF  Jl\  E.  SPEAR 


sary  to  maintain  this  supply  during-  periods  of  deficient  rain- 
fall. 

Emergency  Supply  ix  1910 

An  emergency  supply  from  Suffolk  county  nearly  as  great 
as  that  from  the  first  stage  of  construction  could,  perhaps,  be 
delivered  to  Brooklyn  borough  by  1910  if  the  Department  of 
Water  Supply  begins  at  once  the  extension  of  the  72-inch 
steel-pipe  line  from  Clear  stream  to  ^lassapequa  and  constructs 
the  two  pumping-stations  at  ^lassapequa  and  W'antagh,  as 
now  proposed. 

The  72-inch  pipe-line  is  designed  to  carry  50  million  gallons 
per  day  on  a  gradient  of  2.2  feet  per  mile  when  pumping  from 
Massapequa  and  W'antagh  against  the  full  distribution  pressure 
in  Brooklyn  borough.  At  times  of  low  rainfall,  when  the  Suf- 
folk County  supply  would  be  most  needed,  there  W'Ould  be  an 
excess  capacity  in  this  pipe-line  of  40  million  gallons  per  day. 
By  increasing  the  gradient  slightly,  doubtless  50  million  gal- 
lons of  Suffolk  County  w-ater  could  be  delivered  through  this 
line  against  the  full  City  pressure.  The  excess  capacity  that 
would  be  provided  at  the  Alassapequa  station  should  be  ample 
to  pump  this  amount  of  water. 

The  first  Suffolk  County  works  should,  therefore,  be-  so 
planned  that  the  construction  necessary  to  deliver  this  amount 
of  water  could  be  com])]eled,  if  possible,  by  1^)10.  The  de- 
velopment of  this  emergency  supply  would  require  only  a  por- 
tion of  the  works  included  in  the  first  stage  of  construction 
and  would  post])one  a  large  e.\j)en(lilure  on  T.ong  Island  until 
a  much  larger  suppl\'  was  recjuired. 

The  first  10  miles  of  the  Suffolk  County  collecting  works 
and  a(|Ue(lnct,  and  about  two  miles  of  the  main  acpieduct  I'roni 
the  Suffolk  Count \  line  to  Massai)e(iua  supply  ])on(l  would  be 
built  first,  and  a  ^teel  or  concrete  ])ipe  constructed  on  the  City 
l)roperl\'  from  tht-  (.-nd  of  this  a(|ue(luct  along  the  c':i>t  side  of 
Massapef|ua  nond  lo  tlu-  new  pumping-station  proj)ose(l  by 
the  DenartuR-nl  of  Watt-r  Sn|)])l\-.  The  Snffolk  County  a(|ne- 
duct  would  be  high  enough  to  delixrr  the  water  b\  gravity  to 
this  ])ninping -statii »n. 

To  avoid  the  immediate  purchasr  of  the  right-of-way  be- 
yond the  first  H)  niiV-s  of  the  colK-cting  works  and  the  con- 
struction of  tlie  proj)ose(l  central  power-station  at  ratchogue. 
a  temporar\'  power-house  could  be  l)nilt  on  the  right-of-way  at 


COST  OF  SUPPLY 


93 


the  Hempstead  branch  of  the  Long  Island  railroad  near  Baby- 
lon, to  furnish  power  for  the  operation  of  the  well  system. 

Only  a  small  part  of  these  preliminary  works  need  be  aban- 
doned on  the  completion  of  the  main  aqueduct  to  the  proposed 
pumping-station  in  Brooklyn.  ]\Iuch  of  the  equipment  of  the 
temporary  power-house  could  become  a  part  of  the  permanent 
central  power-station,  and  the  pipe-line  to  the  proposed  ]\Iassa- 
pequa  pumping-station  could  well  serve  to  deliver  a  portion 
of  the  Nassau  County  supply  into  the  main  Suffolk  County 
aqueduct,  when  it  should  be  necessary  in  the  future  to  make 
repairs  on  the  Ridgewood  conduits. 

COST  OF  SUFFOLK  COUXTY  SUPPLY 

The  estimated  cost  of  the  complete  works  by  which  a  total 
supply  of  250  million  gallons  per  dav  would  be  available  is 
$47,173,000. 

The  cost  of  this  Suffolk  County  water  for  each  million 
gallons  delivered  into  the  distribution  system  of  Brooklyn 
borough  would  be  about  v$44.18.  This  includes  ample  allow- 
ances for  operating  expenses  and  depreciation,  for  the  payment 
of  interest  at  four  per  cent,  on  50-year  bonds,  and  for  a  sink- 
ing fund  drawing  3  ])er  cent,  interest  to  pay  off  bonds  when 
they  mature.  Xo  allowance  is  made,  however,  for  interest 
payments  during  the  period  of  construction. 

COMPARTSOX    WITH    OtHKR   l^ST  F  .M  ATI- S  AXD   OtiIKR  \\^)KKS 

In  the  report  on  the  future  extensions  of  Water  Supply 
of  Brooklyn.  Mr.  I.  .M.  dc  X  arona,  in  1896  (see  Tables  46 
and  47  of  his  report ),  it  was  estimated  that  the  cost  of  a  supply 
from  Suffolk  county  of  100  million  gallons  per  day  would  be 
$39.03  per  million  gallons.  Mr.  de  \'arona's  plan  was  to  de- 
velop about  the  same  territory  as  here  suggested  at  Stage  2. 

It  was  proposed,  however,  to  use  steel-pipe  lines  instead 
of  masonry  aqueducts  and  to  make  a  much  less  extensive  de- 
velopment of  the  ground-waters  than  now  estimated  upon. 
(See  pages  23  and  24  of  the  Brooklyn  Report. ) 

Mr.  (le  X'arona's  estimate  of  1896  of  $39.03  per  million 
gallons  for  the  Suffolk  County  water,  should  probably  be  in- 
creased now  by  $2  or  $3  and  perhaps  more,  to  make:  it  com- 
parable with  the  present  estimates,  because  of  the  present 
8-hour  day,  tlie  increase  in  wages,  the  higher  rate  of  interest, 
and  the  larger  allowance  for  depreciation  and  taxes  that  has 


94 


REPORT  OF   JV.  E.  SPEAR 


been  made.  (See  Mr,  John  R.  Freeman's  report  on  New  York's 
Water  Supply,  Appendix  15,  page  532.) 

The  present  cost  of  the  supply  from  the  Ridgewood  sys- 
tem, delivered  at  the  Ridgewood  pumping-station  into  the  dis- 
tribution system,  is  estimated  at  $45.69  per  million  gallons, 
but  this  includes  the  interest  and  sinking  fund  charges  on 
some  bonds  that  have  been  retired.  The  actual  cost  today 
does  not  probably  exceed  $36  per  million  gallons. 

The  estimated  cost  of  the  Catskill  supply  delivered  in 
Brooklyn  borough,  including  fixed  charges  and  operating  ex- 
penses, is  about  $45  per  million  gallons,  which  is  practically  the 
same  as  that  of  the  Suffolk  County  water.  A\'hen,  however,  the 
works  are  paid  for  50  years  hence  and  the  bonds  retired  by 
the  operation  of  the  sinking  fund,  the  water  from  the  Catskill 
works  would  be  cheaper  to  the  next  generation  because  of 
the  larger  operating  expenses  of  the  Long  Island  works. 

Summary  of  Cost  of  Suffolk  Couxtv  Works 

The  total  expenditure  on  the  proposed  Suft'olk  County 
works  at  each  stage  of  construction,  the  probable  safe  yields 


of  the  works,  and  the  cost  of  the  water  per  million  gallons. 


are  shown  below : 

Cost  of 

Probable 

Water  Per 

Yield  of 

Estimated 

Million 

Stage  of 

Works  at 

Total  Cost 

Gallons 

CONSTRUCTION  DESCRIPTION 

this  Stac.e 

OF  Con- 

Delivered 

Million  Oal- 

struction 

into  City 

LONS  Daily 

Mains 

Preliminary. .  Ten    miles    of  collecting 

works  and  aqueduct  to 

$37.78 

50 

$7,153,000 

1  Complete  works,  Brooklyn 

to  (ireat  River  

02.21 

70 

21,712.000 

2  Additional,  (ircat  River  to 

!.-)() 

;{0,2r>2.0()0 

44.53 

3  Additional.  South  Haven  to 

220 

;is,;{55,0()0 

40.12 

4  Pi'conic  Vallev  works, Wcst- 

hampton    to  Riverhcad 

39.24 

and  Calverton  

2.")0 

JO,47i).00() 

2r)0 

47,173.000 

44. IS 

The  cost  of  each  million  gallons  of  water  delivered  to  the 
(  iiy  on  the  C()ni])leti()n  of  the  first  slai^e  of  construction  is 
seen  to  be  $Ct2.21.  including  allowances  t'i>r  interest  and  sink- 
ing fund.  This  is  much  greater  than  the  tiiial  unit  cost  of  the 
water  when  the  entire  works  are  linislu'd,  bet-aiise  this  lirst 
eo-t  includes  the  charges  on  the  large  niasoiirN'  a(|iie(liict  to 
i'.rooklyn  ])orough  and  on  portion^  of  the  collecting  works 
and  pumping-station.  which  should  he  hiiilt,  at  first,  of  full 


COST  OF  SUPPLY 


95 


capacity  for  the  complete  development.  The  branch  lines  add 
materially  to  the  cost  of  the  supply,  but  they  are  essential  to 
the  most  complete  development  of  the  flood  waters  of  the  larger 
surface  streams  as  well  as  an  insurance  against  the  reduction 
of  the  yield  during  long  periods  of  low  rainfall.  They  may, 
however,  be  deferred  for  several  years  after  the  completion 
of  Stage  4,  until  the  demand  for  Suffolk  County  water  ap- 
proaches the  average  yield  of  the  watershed,  and  the  water- 
table  has  been  depressed  near  the  south  shore  through  the 
operation  of  the  collecting  works. 

Ax X UAL  Expenditures 

The  Suft'olk  County  works  would  not  require  a  large  ex- 
penditure for  several  years.  Of  the  cost  of  the  preliminary 
stage  of  development,  the  entire  sum  of  $7,200,000  would  not 
probably  be  needed  until  sume  lime  after  the  first  10  miles  of 
the  collecting  works  were  in  oi)eration,  because  only  at  that 
time  would  there  be  any  claims  for  water  damages,  and  much 
of  the  work  of  improvement  of  the  right-of-way  could  not 
be  completed  until  the  works  were  built.  The  entire  cost  of 
the  works,  comprising  the  first  stage  of  construction  would  be 
likewise  deferred. 

The  sums  that  might  be  re(|uired  each  year  until  the  first 
stage  of  construction  was  completed  and  water  was  being 
delivered  through  the  large  masonry  aciueduct  to  Brooklyn, 
are  estimated  as  follows : 


Preliminary,  land,  etc   $1,000,000 

First  year  of  construction   2.500,000 

Second  year  of  constructirm   *3, 700,000 


Total  j)reliminary  stage   7.200,000 

Third  year  of  work   3.500.000 

Fourth  year  of  work   6,000.000 

Fifth  year  of  work   5,000,000 


Additional  first  stage   $14,500,000 


Total  on  completion  of  first  stage  of  con- 
struction   $21,700,000 


*  Completion  of  preliminary  stage 


96 


REPORT  or   W.  E.  SPEAR 


If  it  were  decided,  on  the  completion  of  the  preliminary 
works,  to  defer  the  first  stage  of  construction,  which  includes 
the  large  masonry  aciueduct  to  Brooklyn  until  perhaps  100  or 
150  million  gallons  per  day  were  needed  from  Suffolk  county, 
the  final  expenditure  in  the  third  year  would  be  only  the  cost 
of  the  preliminary  works,  S7, 153,000.  The  above  figures  are 
based  upon  a  more  ra])id  rate  of  progress  than  is  ordinarily 
attained  on  public  work  of  this  magnitude  :  ])ut  the  work  is 
of  the  easiest  description  and  the  needs  of  Ih-ooklyn  are  so 
urgent  that  the  works  should,  if  ])ossi1)le.  be  finished  within 
the  time  here  estimated. 

PROMSIOXS  FOR  COMPLETE  DEVELOPMENT  OI^^ 
SUFFOLK  COUNTY  SOURCES 

The  diagram  of  consumption,  Sheet  3,  Acc.  L  678,  brings 
out  clearl}-  the  fact  that  the  water-su])])ly  of  I'rooklyn  borough 
has  been  inadecjuate  for  nuicli  of  the  time  since  a  public  water- 
su])])ly  was  introduced  tliere  in  1S5*^.  The  ])resent  works  are, 
for  tlie  most  ])art,  of  a  temporary  character,  and  were  built 
piecemeal,  year  by  year,  to  meet  the  lu-gent  needs  for  addi- 
tional water-supply. 

It  wotild  ■>ecm  bin  fair  to  lirooklyn  borough,  when  fnrther 
con>trtiction  is  ])lanne(l  on  Long  Island,  to  la\-  out  tlie  new 
works  of  full  capacity  for  the  complete  (levclopmciU  of  Snl- 
folk  Countv  sotirces.  in  order  that  there  ma\-  1)e,  in  the  tnture. 
no  cliance  for  the  rectirrence  of  another  shortage  of  water. 
It  would  l)c  to  tlie  adxantage  of  the  entire  Cit\'  to  have  another 
large  indvprndc-ni  >np])ly  in  addition  lo  those  from  the  Kidge- 
wiwxl.  Crotou  and  ("atskill  sources. 

The  ground- waters  of  tlie  .*^u(Tolk  County  sources  are  of 
excellent  (|ualit\'.  The  w  atei->lie(L  from  w  hich  tlii^  w  atei"  may 
be  obtained  aic  too  near  the  and  llu-  axailable  -^npply  is 

of  t<'o  i^reat  a  \-oinn)e  to  be  neglected  b\  .\ew  ^'n^k  C  ity  in 
prM\iding  for  it^  future  population. 

At  ihe  i)re-ent  rate  of  iiu-rea-e  in  the  CMii^nnipl ion  of  water 
in  .\e\\  N'ork  (  "it\  .  the  entire  \  ield  of  all  the  sources  of  water- 
su|)])l\'.  including  the  de\elopment  of  500  million  gallons  per 
da\'  from  the  ("atskill  sonrt-es.  will  bi-  nei-ded  within  about 
20  vear.s.  The  .Suffolk  (  onnly  sourct-s  would  pi-obablx  fnrnish 
the  cheajX'St  suppl\-  at  llie  expiratinii  of  lliai  time,  and  if  not 
developed  now.  would  be  re(|niri'(l  tlun.  ."^ince  a  poiiion  of 
the  siippK   from  these  sources  is  now  necessary  loi"  the  reliel 


PROVISIOXS  FOR  DEVELOPMENT 


97 


of  Brooklyn,  the  future  may  be  best  provided  for  by  building 
the  main  aqueduct  of  full  capacity  to  ultimately  carry  the 
entire  yield  of  the  Suffolk  County  sources. 

Development  oe  150  ^Iilliox  Gallons  Per  Day 

A  less  complete  development  than  that  proposed  might  be 
made  of  the  ground-waters  from  Nassau  county  to  South 
Haven,  which  are  included  in  the  first  two  stages  of  the  works 
for  full  development.  With  the  Melville  and  Connetquot 
branches,  this  project  would  provide  a  supply  of  150  million 
gallons  per  day  at  a  cost  of  $30,565,000. 

Except  in  the  small  size  of  the  main  aqueduct,  these  works 
would  be  identical  with  those  for  the  complete  development  of 
250  million  gallons  per  day.  These  works  could  be  built  in 
the  same  time  as  the  larger  development  and  could  be  similarly 
developed  to  furnisli  an  emergency  supi^ly  of  equal  amount  to 
Brooklyn  borough. 

Tem  pokarv  Developments 

If  it  were  deemed  inadvisable  to  secure  at  this  time  a  per- 
manent su})ply  from  Suffolk  County  sources,  a  temporary  dc- 
vek>j)ment  of  50  million  gallons  ])i'r  (la\-  could  be  made  at  a 
much  reduced  cost,  'iliis  development  would  correspond  to 
the  preliminary  stage  of  the  permanent  works,  and  would  in- 
clude a  masonry  aqueduct  with  a  nominal  ca])acity  of  50 
million  gallons  per  day,  from  the  proposed  Massape(|ua  pump- 
ing-station  to  T^ialjylon,  about  10  miles  from  the  Xassau  County 
line.  This  temporary  sup])ly  would  be  delivered  to  the  City, 
as  before,  through  tin-  pro]:)()sed  extension  of  the  72-inch  steel- 
pipe  line. 

For  these  temporary  works,  eight  dri\en-w(.'ll  plants  of  the 
same  character  as  those  of  the  present  i)rooklyn  ])lants  would 
be  built  about  a  mile  apart,  along  the  line  proposed  for  the  per- 
manent works.  The  full  width  of  right-of-way  for  the  con- 
tinuous development  would  only  be  purchased  where  the  wells 
were  driven,  and  the  highways  and  other  public  improvements 
previously  suggested  would  be  omitted. 

The  cost  of  these  temporary  works  would  be  about 
$2,091,000. 

'Hiis  does  not  include  any  ]jrovision  for  securing  storage 
from  the  center  of  the  island,  as  estimated  u])on  in  the  perma- 
nent works.    As  the  highways  and  other  improvement's  are 


98 


REPORT  OP   J]\  P.  SPPAR 


also  omitted,  the  total  cost  of  the  works  and  the  annual  charges 
are  not  exactly  comparable  with  the  other  estimates. 

It  is  assumed  that  these  temporary  works  would  have  a 
life  of  10  years,  at  which  time  there  would  be  an  ample  supply 
of  water  from  the  Catskill  sources  to  meet  the  needs  of  the 
Long  Island  boroughs  of  New  York  City,  and  that  Suffolk 
Count}'  waters  would  no  longer  be  needed.  The  equipment, 
much  of  which  would  have  greatly  depreciated  at  the  end  of 
10  years,  would  then  be  disposed  of. 

By  increasing  the  pumping  capacity  at  the  Massapequa 
station  and  providing  additional  pumi)s  at  or  near  Ridgewood 
to  pump  against  the  distribution  pressure,  the  proposed  72-inch 
pipe-line  could  be  made  to  deliver  to  the  City  from  Massa- 
pequa  100  million  gallons  per  day  in  excess  of  the  amount  of 
water  from  the  Ridgewood  system  that  would  be  pumped 
through  this  pi])e  during  periods  of  low  rainfall. 

A  temporary  development  of  100  million  gallons  per  day 
similar  to  the  first  temporary  project  has,  therefore,  been  esti- 
mated upon.  This  supply  could  l)e  obtained  from  the  hrst  20 
miles  of  the  Suffolk  County  line  from  Nassau  county  to  Say- 
ville  by  temporary  driven-well  stations  as  before.  The  cost  of 
the  works,  including  additional  ])ump^  at  .Massapc(|ua  and 
Ridgewood  would  be  about  86.737.000. 

CoMl'ARI.SON  OF  AXXUAI.  Cll.\R(ii:S   AXD   CoST  OF  W'aTFR 

The  fixed  charges  and  operating  expenses  of  the  temporary 
works  and  also  the  ]X'nnanent  i)roject  for  150  million  gallons 
])er  day  are  compared  in  Table  2  with  those  t'or  the  comi)lete 
development  of  250  million  gallons  ])er  daw  The  fixed  charges 
include  interest  paxnients  at  four  per  cent,  on  50-\ear  bonds, 
and  an  al'owance  of  0.SS7  per  ccu\.  a  >ear  for  a  sinking  fund 
])a\'ing  three  per  cent.  The-  operating  expenses  include  liberal 
anioinits  for  taxes,  operation,  maintenance  and  depreciation. 

it  is  e\ident  that  between  the  two  projects  for  permanent 
de\'eli  tpment  of  the  .Suffolk  County  soin-ces.  the  economy  of 
the  second  one  for  150  million  gallons  per  day  does  not  offer 
a  sufficient  saving,  either  in  tlie  j)reliminary  or  the  fmal  stage 
oi  Const nu-l if )n.  to  offset  tlii'  adxantages  of  the  larger  a(|ne- 
duct  in  ])ermitting  a  rapid  extension  of  tlu-  works  in  the  future 
lo  seciu'e  the  entire  Suffolk  Comity  snppl\. 

Stage  2  of  i-arh  of  the  i*rojects  1  and  2.  may  best  be  com- 
pared. 


99 


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100 


REPORT  OF   ]V.  E.  SPEAR 


Each  comprises  complete  works  to  South  Haven  for  the 
development  of  150  million  gallons  daily  without  branches. 
The  difference  in  cost  of  $3,645,000  represents  the  difference 
of  100  million  gallons  daily  in  the  capacity  of  the  aqueduct 
from  Brooklyn  to  South  Haven,  a  distance  of  54  miles.  The 
difference  in  fixed  charges  is  seen  to  be  SI 78, 100  per  annum. 
This  sum.  in  20  years,  if  compounded  at  four  per  cent.,  would 
amount  to  vS5, 520,000.  which  would  not  build  another  aqueduct 
of  100  million  gallons  daily  capacity  54  miles  in  length  out  to 
South  Haven. 

The  high  cost  of  operation  of  the  works  estimated  in  Pro- 
ject 4  for  a  temporary  development  of  100  million  gallons  per 
day  does  not  make  this  attractive.  The  choice  evidently  lies 
between  Project  1,  the  complete  development  of  the  Suft'olk 
County  sources  to  250  million  gallons  per  day,  and  Project  3. 
the  temporary  development  of  50  million  gallons  per  day,  in 
which  the  entire  eciuipment  is  charged  off"  in  10  years. 

If  the  Suffolk  County  waters  were  to  serve  only  as  an 
emergency  supply  to  relieve  Brooklyn  borough  until  the  Cats- 
kill  supply  could  be  introduced,  the  project  for  a  temporary 
supply  should  be  adopted.  H  an  interval  of  10  or  15  years 
should  elapse  after  the  Catskill  supply  is  introduced,  when  the 
Suffolk  County  waters  would  not  be  required,  it  would  be 
cheaper  to  build  the  temporary  works  and  abandon  them  at 
the  end  of  10  years,  rather  than  pay  the  fixed  charges,  taxes 
and  depreciation  on  permanent  works  that  were  not  being 
operated. 

On  the  other  hand,  it  is  seen  that  the  annual  charges  on 
the  preliminary  stage  of  Troject  1  would  be  but  little  greater 
than  those  on  the  tem])()rar\-  develoi)nient  of  50  million  gallons 
per  day,  with  the  assumed  life  of  10  years.  If  a  sup])ly  of 
50  million  gallons  per  day  from  Suffolk  county  were  to  be  re- 
quired continuously  for,  say.  20  years,  until  the  entire  supply 
from  Suffolk  county  were  re(|uire(l.  it  would  be  preferable  to 
construct  the  permanent  works  with  the  a(|ue(luct  of  full 
capacity  for  a  complete  development  of  Suffolk  County  waters. 

With  the  prosi)ect  of  abandoning  some  of  the  present 
ground-water  stations  in  western  Pong  Island,  and  the  ra])id 
increase  in  the  population  of  both  lirooklyn  and  (Jueens  bor- 
oughs in  conse(|uence  of  the  improved  transit  facilities  that 
will  be  soon  pro\i(lc-d,  it  is  beliexed  that  a  large  ])art  of  the 
50  million  gallons  per  da\-  from  Suffolk  coniUy  will  always 


ACKXOJVLEDGMEXTS 


101 


be  required.  It  would  even  be  good  policy  to  at  once  construct 
the  entire  masonry  aqueduct  to  Brooklyn  borough,  as  provided 
in  Project  1,  if  the  money  were  available,  in  order  that  the 
next  extension  of  the  works  could  be  made  promptly  when 
more  water  is  required. 

DETAILS  OF  IXVESTIGATIOXS 

The  results  of  the  studies  that  have  been  made  of  the  Long 
Island  sources  and  the  details  of  the  estimates  of  cost,  on 
which  are  based  the  foregoing  statements  and  conclusions,  are 
given  in  the  17  appendices  following  this  report.  All  elevations 
given  in  plans,  profiles  and  diagrams  accompanying  this  rep<:>rt 
refer  to  datum  0.39  foot  above  mean  sea  at  Sandy  Hook 
(=  B.  W.  S.  datum  for  Catskill  aqueduct )  and  1.72  feet  below 
the  zero  of  the  I  Brooklyn  Water  Dc^:)artmcnt's  levels. 

AC  K  X  OWL  LDc;  ^  I E  X  T  S 

To  Mr.  John  I\.  Freeman,  Consulting  Engineer,  under 
whcjse  general  >uiJervision  the  Long  Island  investigations  have 
been  carried  on.  is  due  the  main  features  of  the  plan  for  the 
devclojjment  of  the  SutYoIk  County  supply,  here  proposed. 

.Acknowledgments  should  be  made  to  the  Department 
of  Water  Supply  for  their  co-oj)eration  in  the  studies  that 
have  been  made  of  the  I>rooklyn  water-works  during  the  past 
year.  Their  records  have  been  open  to  the  inspection  of  the 
engineers  of  this  Hoard,  and  every  facility  has  been  given  in 
the  field  to  fully  -tudy  the  ()j)erati()n  of  their  works. 

Much  assistance  has  been  rendered  by  lleadcjuarters  de- 
partment of  the  Engineering  bureau  of  this  Board  in  com- 
pleting the  final  maps  and  diagrams  for  this  report.  Mr.  Alfred 
D.  Flinn,  Department  Engineer  at  Headquarters,  has  himself 
given  many  valuable  suggestions  and  much  encouragement 
during  the  entire  j)rogress  of  the  investigation  and.  in  tem- 
porarily assigning  several  of  his  assistants,  notably  Robert  W. 
Steed.  Mechanical  Engineer,  Horace  Carpenter,  Electrical 
Engineer,  and  Roger  W.  Armstrong.  .Assistant  Engineer,  to 
special  problems  and  estimates,  he  has  made  possible  the  early 
completion  of  this  work. 

The  studies  of  Mr.  George  C.  \\']ii])i)le.  Sanitary  T^xpcrt 
and  liiologist,  on  the  physics  of  Long  Island  .soils,  and  his 
report  on  oyster  culture  in  the  Great  .South  bay,  which  is  ])re- 


102 


REPORT  OF   JV.  E.  SPEAR 


sented  as  one  of  the  appendices  of  this  report,  have  been  of 
the  greatest  importance  in  rounding  out  the  Long  Island 
investigations. 

The  zeal  and  efficiency  that  have  been  displayed  during  the 
past  year  by  L.  B.  Stebbins,  Francis  S.  Pecke,  Charles  W.  Tarr, 
John  L.  Hildreth,  Jr.,  Assistant  Engineers,  and  others  in  the 
Long  Island  department  should  be  here  recorded.  Particularly 
is  the  work  of  ^Ir.  William  W.  Brush  gratefully  acknowledged. 
Mr.  Brush's  long  familiarity  with  the  Brooklyn  water-works 
and  his  understanding  of  the  ground-water  problems  that  were 
being  studied,  made  his  services  invaluable  during  these  Long 
Island  investigations.  In  addition  to  Appendix  4  on  the 
Brooklyn  works,  he  prepared  under  my  direction  the  material 
on  the  yield  of  the  Brooklyn  watersheds,  which  is  given  in 
the  main  report  and  in  Appendix  1,  also  the  maps  and  esti- 
mates on  damages  that  have  been  i)aid  on  account  of  the 
operation  of  the  Brooklyn  works,  which  are  included  in  Appen- 
dix 16. 

Respectfully  submitted, 

WALTER  E.  SPEAR, 

Division  Eiu/inccr. 


103 


APPEXDIX  1 

a:\iount  of  ground-water  available  from 
suffolk  county  sources 

BY  WALTER  E.  SPEAR,  DIVISION  ENGINEER 

All  investigations  have  shown  that  the  source  of  both  the 
surface  and  underground  waters  on  Long  Island  is  to  be  found 
in  the  rains  and  snows  that  fall  upon  its  surface.  The  amount 
of  this  precipitation,  or  the  magnitude  of  the  ultimate  source 
of  water-supply  should,  therefore,  be  determined  in  any  study 
of  the  yield  of  the  Sufifolk  County  watersheds. 

RAINFALL  ON  LONG  ISLAND 

Rainfall  obscrvati(jn.s  have  been  made  on  Long  Island  since 
1826,  when  the  records  of  the  New  York  Academy  stations 
were  begun.  The  design  and  manner  of  exposure  of  the  early 
rain-gages  used  at  the  Academy  stations,  as  well  as  those  later 
adopted  at  the  Army  I'ost  stations,  must  have  resulted  in  an 
underestimation  of  the  amount  of  rainfall.  Not  until  1854, 
when  the  observations  of  the  Smithsonian  Institution  began, 
were  instruments  and  methods  of  observation  ad()])ted  that 
gave  results  com])arable  with  the  rainfall  records  of  the  present 
day.  The  work  of  the  Smithsonian  Institution  was  continued 
by  the  U.  S.  Signal  Service  and  later,  in  turn,  by  the  U.  S. 
Weather  Bureau. 

In  addition  to  the  records  made  by  the  State  and  the 
National  Government,  the  Brooklyn  Water  Department  has 
maintained  a  rainfall  station  at  Llempstead  storage  reservoir 
since  1879  and  has  secured  other  valuable  rainfall  records 
elsewhere  in  western  Long  Island.  The  lUirr-Hering-Freeman 
Commission  established  some  stations  in  1903,  and  the  Board 
of  Water  Supply  began  observations  at  others  in  1907,  but  the 
records  of  these  stations  cover  too  short  a  period  to  be  of 
much  value.  Descriptions  of  the  rainfall  stations  established 
])rior  to  1903  are  given  in  the  report  of  the  Burr-IIering-Free- 
nian  Commission,  pages  681  to  703. 

'i'he  rainfall  stations  that  have  been  maintained  on  Long 
Island  and  the  adjacent  shores  are  tal)ulat'ed  in  Table  3,  to- 


104 


APFEXDIX  1 


gether  with  the  periods  of  observation  and  the  average  rain- 
fall during  these  periods.  From  these  data  the  normal  rain- 
fall at  each  station  for  a  term  of  71  years  has  been  computed. 
These  normal  rainfalls  have  been  plotted  on  the  map  of  Long 
Island,  Sheet  5,  Acc.  5035,  and  iso-hyetals,  or  lines  of  equal 
rainfall,  have  been  drawn,  giving  due  weight  to  the  length  of 
the  record  and  to  the  character  of  the  observations  at  each 
station. 

The  records  of  precipitation  within  the  proposed  Suffolk 
County  watersheds  are  meagre,  but  the  records  from  the  sta- 
tions on  the  north  shore  and  in  eastern  Suft"olk  county  are 
sufficient  to  fix  the  lines  of  equal  rainfall  within  these  water- 
sheds. 

It  appears  from  the  rainfall  map  that  the  normal  precipi- 
tation on  the  proposed  Suff'olk  County  watersheds  averages 
al)out  45  inches  depth  per  year,  while  that  on  the  watershed  of 
the  Ridgewood  system  in  western  Long  Island  averages  only 
44  inches.  The  lower  rainfall  in  western  Long  Island  may 
13erhaps  be  explained  l)y  the  lower  elevation  of  the  ground 
there  and  the  abstraction  during  easterly  storms  of  some  of  the 
moisture  from  the  westerly  moving  rain  clouds  in  j^assing  over 
the  higher  hills  of  Suff'olk  county. 

These  estimates  of  normal  rainfall  may  possibly  be  in  error 
two  or  three  per  cent.,  but  the  evidence  surely  ])oints  to  a 
greater  j)recij)itation  in  Suffolk  county  over  that  in  western 
Long  Island.  This  is  most  imj:)ortant  in  estimating  the  prob- 
able yield  of  the  Suff'olk  County  sources  from  tlie  present 
deli\-ery  of  the  Ridgewood  s\-stem  in  Xassau  and  Queens 
couiUie^. 

c  ii.\K.\cTi-:k  ()!•  sri'i'oLK  coi'S'iy  w  a'iM'Rsi  ii-.ns 

I  laving  (k-terniined  the  amount  of  rainfall  on  these  Suf- 
folk Count\-  waterslicds.  it  i^  important  to  understand  the  char- 
acter of  the  surface  soils  and  substrata  on  which  depends  the 
percentage  of  the  rainfall  that  reaches  the  water  bearing  strata 
;ind  l)C'C()mes  available  as  «' rt )nn(1-water. 

Sl  KI" ACI'.  Cii:( )!.(  n  ,\ 

The  surface  soils  and  snbstrata  in  SnffMlk  connlv.  with 
littU-  cMH'ption.  arr  <»f  ,L;l'u-ial  ori.L^in.  altli«>ngli  the  deci)er 
strata  "U  whii-li  depend  tlu"  main  outlines  of  the  island  are  said 


106 


APPENDIX  1 


to  be  much  older  than  the  glacial  epoch.  The  principal  fea- 
twes  of  the  topography  of  western  Long  Island  are  the  two 
well-marked  ranges  of  hills,  the  so-called  "  backbone  "  of  the 
island,  which  represent  terminal  moraines  of  the  Great  North 
American  glacier. 

Only  the  southerly  morainal  ridge  comes  within  the  Suf- 
folk County  watersheds  that  are  being  considered.  This 
range  of  hills  has  an  average  elevation  of  100  to  200  feet  and 
is  made  up  of  irregular  summits  separated  by  deep  ravines 
and  kettle  holes.  The  latter  frequently  contain  small  ponds 
and  the  ravines  are  often  occupied  by  rivulets  during  wet  sea- 
sons. This  southerly  moraine  is  evidently  older  than  the  north- 
erl}'  one  and  its  slopes  appear  to  have  been  somewhat  covered 
by  the  outwash  of  sand  and  gravels  from  the  retreating  ice 
sheet.  This  outwash  filled  and  leveled  up  the  depression  be- 
tween the  two  moraines,  and  much  escaped  with  the  water  to 
the  south  over  the  broad  plains  of  southern  Suffolk  county. 

These  sandy  outwash  plains  make  up  75  per  cent,  of  the 
area  of  the  proi)ose(l  Suff'olk  County  watersheds  and  have, 
on  the  whole,  a  wonderfully  smooth  and  uniform  sloi)e  of 
about  15  feet  to  the  mile  southerly  from  the  moraines.  The 
only  considerable  depressions  in  tlicsc  outwash  plains  are  the 
valleys  that  a])pear  to  have  been  ()ccu])ied  during  the  glacial 
epoch  by  the  larger  streams  made  u])  of  melting  ice  from  the 
face  of  the  glacier.  The  present  streams  tliat  arc  found  in 
these  valleys — the  Carll's  river.  Connettiuot  brook,  ratchoguc 
river,  Carman's  river  and  Peconic  river — are  evidently  insig- 
nificant com])ar'jd  to  the  great  volumes  of  water  that  once 
occu])ied  them,  although  these  streams  are,  nevertheless,  the 
largest  now  on  Long  Island  and  the  (^nl\-  water  surfaces  in 
the  outwash  plains  far  from  the  l(nv  marshy  sliores  near  the 
sea. 

Cir  \K AfTi-.R  oi-  Si  Ri-ACK  SoH.s  WD  A' i:( avr Al  io \ 

The  snrface  of  the  southerlx  morainal  ridge  is  covered  by 
ston\'  loams  somewhat  compact  and  onl\-  moderately  well  un- 
derdrained.  Tlu-  general  appearance  of  tlie  snrface  of  the>e 
hills  differs  little  from  tliat  of  northern  Xew  ^'ork  or  New 
Lngland  districts  of  similar  glacial  orii^in.  and  the  pi-rcentage 
of  surface  rnn-off  is  doubtless  much  the  sanu-. 

The  soils  of  the  (.utwash  plains,  on  the-  otlier  liand.  are 
^andv  and  porons.  With  the  exi-eplion  «»f  the  more  loamy 
soils  along  the  south  sjiore,  and  in  tlie  narrow  valleys  of  the 


GROUND- IV  A  TER  A  VAIL  A  BLE 


107 


larger  and  longer  streams,  these  plains  support  only  thin  and 
stunted  growths  of  scrub  oak  and  pine.  Hardly  more  than  15 
per  cent,  of  the  whole  area  has  ever  been  cultivated.  Fre- 
quent forest  fires  have  prevented  the  accumulation  of  the 
humus  necessary  to  the  growth  of  crops,  and  these  soils  are 
consequently  very  open  and  leachy,  and  are  not  productive 
unless  the  natural  deficiencies  are  artificially  supplied. 

RUX-OFF  FROM  W^VTERSHEDS 

This  leachy,  porous  soil  covering  of  the  Sufi:'olk  County 
plains  make  them  an  ideal  catchment  for  a  ground-water  sup- 
ply. The  surface  run-off  is  ordinarily  almost  negligible  and  the 
evaporation  is  small ;  a  large  portion  of  the  rains  and  snow 
sinks  quickly  through  the  scanty  layer  of  vegetable  mold,  per- 
colates rapidly  through  the  coarse  soil  below  and  quickly 
reaches  the  deep  porous  substrata  beyond  the  reach  of  vege- 
tation and  surface  evaporation.  AFost  of  the  surface  run-off 
from  the  more  impervious  morainal  hills  is  necessarily  deliv- 
ered in  the  out  wash  plains  that  surround  them  and  is  similarly 
conserved  in  the  deep  sands  and  gravels. 

It  will  be  shown  that  only  at  very  infre(|ucnt  intervals  do 
floods  occur  from  rains  and  snows  on  frozen  ground  that  are 
at  all  comparable  with  those  on  the  watersheds  of  many  sur- 
face-water supplies.  Ordinarily,  the  frost  docs  not  penetrate 
into  these  sandy  soils  over  12  or  18  inches,  and  this  remains 
only  a  few  days  in  the  comparatively  mild  winters  of  southern 
Long  Island.  In  the  scrul)  oak  and  pine  barrens,  that  cover  a 
large  part  of  the  outwash  plains,  standing  water  is  seldom 
seen  on  the  surface,  even  in  midwinter  or  spring,  except,  per- 
haps, in  the  hitrh\va\  s  wlicrc  the  gravels  have  been  ground  up 
and  consolidated  under  the  traffic. 

LlAiri'S  OF  CATC  ILMFXT  AREA 
Surface  Drainage  Area 

The  surface  drainage  area  tributary  to  the  collecting  works 
along  the  south  shore  of  Suffolk  county  and  in  the  Peconic 
valley  amounts  to  370  square  miles  and  comprises  the  entire 
surface  of  the  island  south  of  the  summit  of  the  northerly 
moraine,  with  the  exception  of  the  drainage  area  of  the  Nisse- 
quogue  river,  a  deep,  northerly  sloping  valley  tributary  to 
Long  Island  sound.    Much  of  the  area  between  the  northerly 


108 


APPEXDIX  1 


and  southerly  moraines  is  in  the  surface  watershed  of  the  Car- 
man's river,  the  largest  stream  in  Suffolk  county. 

Ground- Water  Catchment 

It  has  been  pointed  out,  however,  that  surface  run-oft' 
ordinarily  takes  place  from  only  a  small  portion  of  the  Suf- 
folk County  watersheds  within  the  limits  of  the  morainal  hills, 
where  the  soils  are  somewhat  impervious.  The  rains  that  per- 
colate through  the  coarse  soils  and  substrata  of  the  outwash 
plains  are  collected  as  ground-water  in  the  deep  strata  below, 
and  thence  tiow  away  to  the  sea  in  the  saturated  sands  and 
gravels.  The  direction  of  this  ground-water  movement  has 
not,  necessarily,  any  relation  to  the  slope  of  the  ground  sur- 
face which  governs  the  direction  of  the  surface  run-oft". 

Sheet  6,  Acc.  5596,  exhibits  the  configuration  of  the  water- 
table  or  the  surface  of  the  saturated  sands  and  gravels  in 
Suft'olk  county  as  determined  by  the  test-borings  and  surveys 
during  the  past  year.  The  slope  of  the  water-table,  which  is 
shown  by  the  ground-water  contours,  indicates  the  direction  of 
the  ground-water  movement  in  the  pervious  strata,  and  the 
summits  of  the  ground-water  surface  in  central  Suft'olk  county 
represent  the  divide  from  which  the  ground-water  flows  in  a 
general  northerly  or  southerly  direction  to  the  sea. 

The  ground-water  contours  shown  here  deline,  however, 
only  the  main  surface  of  saturation.  Tn  the  moraines,  U)cal 
beds  of  clay  and  Ixnilder  till  maintain  elevated  water-tables 
that  are  much  higher  and  (|uite  indejjendent  of  the  main  sur- 
face of  saturation.  Ik'tween  these  elevated  or  "  jierched  " 
water-tables,  as  termed  1)\  llie  1'.  S.  (leological  .^nrxcw  and. 
tilt'  main  water-table  l)el<)\v,  llie  strata  are  only  ])artiall\'  satu- 
rated. It  is  a  coninio]!  e.\])cdient  in  draining  ele\ated  swamps 
in  tlie  hills  to  i-onnecl  the  <litches  or  nnderdrains  with  wells 
dug  through  the  nnderlxing  clay  l)ed.  in  order  that  the  drain- 
age ma\-  (lisai)j)ear  in  the  ])artiall\  satnrated  sands  l)elow. 

TIk-  siiiTat'e  of  the  main  \\ater-tal)le  l)enc'aili  the  moraines 
must  necessariK  l)e  irregular  as  a  result  of  tlie  lack  of  uniform- 
ity of  (leliver\  of  the  water  from  tlie  surface  tbrongh  the  oc- 
casioual  natural  or  artilieial  idianneK.  Tlie  steepness  in  the 
slope  of  the  water-table  which  is  noticeable  here  and  there 
about  the  edges  of  the  morainal  hills  suggests  of  the  discharge 
at  these  ])oints  of  surface  drainai^e  from  the  senii-imperviou.s 
ridges  to  the  porou-^  surface  of  the  outwash  plains. 


GROUXD-IVATER  AVAILABLE 


109 


There  are  but  few  observations  upon  the  surface  of  the 
main  water-table  beneath  the  high  and  compact  morainal 
ridges,  and  the  ground-water  contours  there  are  drawn  in  a 
general  way  from  the  observations  in  wells  outside  of  these 
areas.  This  lack  of  information  in  these  areas  does  not  ap- 
preciably affect  the  accuracy  of  the  determination  of  the 
ground-water  catchment.  The  few  wells  in  the  doubtful  area 
between  the  Nassau  County  line  and  Elwood  indicate  that  the 
ground-water  summit  is  not  far  from  the  surface  divide  of 
the  southerlv  moraine.  Considering  the  semi-imper^■i()us  char 
acter  of  tlie  morainal  hills,  the  ground-water  divide  in  this  .sec- 
tion can  be  considered,  w^ithout  sensible  error,  to  coincide  with 
the  surface  divide. 

The  surface  of  saturation  and  the  ground-water  divide  else- 
where are  well  defined.  Between  Fdwood  and  Lake  Grove  the 
drainage  of  the  groimd-water  to  the  dee])  valley  of  Xisse- 
quogue  river  deflects  the  ground- water  divide  south,  almost  to 
the  Main  line  of  the  Long  Island  railroad  at  Brentwood.  From 
Lake  Grove  to  Middle  Lsland  the  ground-water  summit  is  con- 
siderably north  of  the  surface  divide  of  the  southerly  moraine 
in  the  center  of  the  island,  as  a  result  of  the  apparent  lack 
of  free  drainage  toward  Long  Island  sound,  througli  the  tine 
gray  sands  that  underlie  the  surface  strata.  Ivast  of  Middle 
Island  the  drainage  to  the  Peconic  river  diminishes  the  amount 
of  ground- water  movement  toward  the  south  shore  and  de- 
flects the  limit  of  the  catchment  area  of  the  southern  Suffolk 
County  sources  to  the  south,  where  it  evidently  coincides  with 
the  summit  of  the  southerly  moraine. 

The  soutlierly  limit  of  the  ground-water  catchment  area 
from  Amityville  to  Quogue  is  fixed  by  the  probable  limit  of 
inflection  of  tlie  water-table  toward  the  line  of  the  ])ro])osed 
a(jueduct  during  the  o])eration  of  tlie  collecting  works  there. 

The  outline  of  the  ground-water  catchment  of  the  Peconic 
\'alley  source'^  can  readily  be  drawn  l)y  means  of  the  existing 
points  of  observations  of  the  water-table  and  the  ground-water 
cr)ntours  drawn  through  them. 

Akk.\  of  Tikor xi)-\\'.\tf.r  Catcifmext 

The  ground- water  maj)  shows  that  the  width  of  the  ground- 
water catchment  the  southern  Suffolk  county  sources  out 
to  the  Carman's  river  is  about  nine  miles,  with  the  exception 
of  that  portion  near  liax'shore  and  Llip.     I'e}'ond  the  l^'orge 


110 


APPENDIX  1 


river  the  catchment  area  tributary  to  the  south  shore  develop- 
ment narrows  to  about  four  miles  in  width,  and  the  amount 
of  water  to  be  obtained  beyond  Eastport  w'ould  hardly  repay 
the  cost  of  development,  but  for  the  opportunity  afforded  by 
the  extension  of  the  main  south  shore  aqueduct  to  Westhamp- 
tbn  to  readily  secure  the  ground-waters  of  the  Peconic  valley. 

The  total  area  of  ground-water  catchment  tributary  to  the 
proposed  collecting  works  in  southern  Suft'olk  county  and  the 
Peconic  valley  is  332  square  miles.  Of  this,  the  proposed 
works  in  southern  Suffolk  county  would  drain  294  square 
miles,  and  those  in  the  Peconic  valley  38  square  miles. 

It  should  be  noted  that  this  is  about  40  square  miles  less 
than  the  total  surface  drainage  area  of  370  square  miles  that 
would  be  tributary  to  the  proposed  works  if  the  surface  of 
Suffolk  county  were  as  impervious,  for  example,  as  the  Croton 
watershed. 

YIELD  OF  SUFFOLK  COUNTY  WATERSHEDS 

Disresfardin"-  occasional  winter  flood  flows  from  the  frozen 
surface  of  the  Suffolk  County  watersheds  and  the  run-oft's 
from  the  rainfall  that  falls  upon  the  low,  swampy  lands  border- 
ing upon  the  streams,  the  Suffolk  County  streams  within  the 
watersheds  now  being  considered  are  fed  solely  by  ground- 
water. These  streams  only  exist  in  dry  weather  because  their 
beds  are  below  the  general  level  of  the  saturated  sands  and 
gravels  in  their  immediate  vicinity. 

( )nly  the  ground-waters,  however,  in  the  upper  strata  near 
these  streams  drain  into  them.  The  southerly  ground-watel 
movement  ])etween  and  i)ara]lel  with  the  valle\  s  in  wliicli  these 
surface  streams  occur  does  not  reach  the  streams,  and  the  deej) 
water  bearing  gravels  underlying  the  whole  island  carry  nuich 
of  the  underflow  directly  to  tlie  l)ays  and  to  the  ocean  beyond. 
The  flow  of  the  surface  streams  represents,  therefore,  only 
a  i)art  of  the  yield  of  the  Snfl'olk  County  watersheds. 

X'lsiiu.i-:  oi'  \\^\  TKKSii  I'.DS 

W  hili'  tluTc  i^  no  intention  to  dinctlx  (li\  rrl  to  New  N  ork 
Cit\-  anv  of  the  snr  fart-  w  alers  of  Snilnik  county,  the  waters 
which  maki-  np  the  How  of  the  streams  are  a  i)arl  of  the  entire 
yield  of  the  watersheds,  and  ii-prest-nt  the  only  i)ortion  ol  this 
vield  that  can  he  measured  before  the  proposed  ground- water 
collecting  works  are  in  opei-alion. 


GROUND-WATER  AVAILABLE 


111 


Surface  Run-off  in  1907 

The  flows  of  the  Suffolk  County  streams  in  1907,  together 
with  the  rainfall  and  the  elevations  of  the  shallow  ground- 
waters near  the  gaging  stations,  are  shown  on  Sheets  8,  9  and 
10,  Aces.  L  609,  L  610  and  L  611.  The  location  of  the  gaging 
stations  and  the  character  of  the  measurements  are  given  in 
Table'  4,  following  which  are  Plates  1  to  11,  showing  typical 
gaging  stations.  The  hydrographs  of  the  Suffolk  County 
streams  show  that  the  maximum  run-offs  occur  in  winter  and 
spring,  the  lowest  in  summer  and  fall,  and  that  these  flows, 
excepting  during  brief  periods  of  heavy  rain,  are  proportional 
to  the  hight  of  the  ground-water  in  the  vicinity  of  the  streams. 
The  rainfall  in  1907  in  eastern  Long  Island  was  somewhat 
below  the  normal. 

The  total  average  discharge,  during  the  past  year,  of  all 
the  Suffolk  County  streams  that  cross  the  proposed  line  of 
collecting  works,  is  estimated  from  the  above  gagings  at  151 
million  gallons  per  day.  The  flows  of  the  individual  streams 
are  shown  in  Table  5. 

In  this  lal)lc  are  given  only  the  streams  that  are  intercepted 
by  the  line  of  the  proposed  collecting  works.  The  small  brooks 
that  drain  the  saturated  sands  and  gravels  south  of  the  line  of 
the  pro])osed  collecting  W(^rks  are  not  included,  as  these  streams 
are  fed  by  their  immediate  watersheds  indej)endcntly  of  the 
upland  catchment  area. 

The  entire  surface  run-ofl*  of  the  Suffolk  County  watersheds 
will  perha|)s  average,  in  course  of  years,  from  100  to  200  million 
gallons  per  day.  depending  u\)(m  the  magnitude  and  the  dis- 
tribution of  the  rainfall.  The  jiast  year  was  one  of  nearly 
normal  rainfall,  and  the  run-off  approximates  the  average  yield 
of  the  streams,  which  is  cnjuivalent  to  about  450,000  gallons 
per  day  per  s(|uare  mile  of  the  wdiole  catchment  area  of  332 
square  miles  tributary  to  the  ])r(>i)oscd  Suffolk  County  collect- 
ing works.  This  agrees  with  the  natural  unit  run-off  of  the 
surface  streams  in  the  "  new  watershed  "  of  the  Ridgewood 
system. 

Large  Supply  from  Surface  Streams  Impracticable 

The  estimate  of  average  surface  run-off  of  these  Suffolk 
County  streams  includes  the  comparatively  large  flows  of  win- 


112 


APPEXDIX  1 


ter  and  spring;  the  minimum  discharges  are  much  less  than  this, 
although  immensely  greater  than  the  minimum  discharge  from 
watersheds  of  equal  area  having  little  ground-water  storage. 
The  gagings  of  1907  indicate  that  the  lowest  flows  aggregated 
82  million  gallons  per  day  and  were  therefore  somewhat  over 
one-half  the  average  as  shown  in  Table  5. 

The  stream  measurements  of  1894  made  by  the  1  Brooklyn 
^^'ater  Department  at  the  end  of  an  extremely  dry  summer 
show  on  most  of  these  streams,  somewhat  smaller  flows  than 
measured  in  1907.  ljut  other  streams  apparently  yielded  more 
than  the  lowest  flow  of  the  ])ast  year.  The  total  of  90  million 
gallons  per  day  agrees  very  well  with  the  results  of  the  gagings 
of  1907.  The  water-table  has  been  sustained  by  an  ample 
rainfall  since  1885  and  the  measurements  of  1894  and  1907 
do  not  probably  re|)resent  the  minimum  discharge  of  the  Suf- 
folk County  streams.  During  a  long  ])eriod  of  deflcient  rain- 
fall, when  the  ground-water  surface  would  be  lower  than 
during  the  last  twenty  years,  the  minimum  flow  of  all  these 
Suflfolk  Count}-  streams  might  be  only  50  million  gallons  per 
day.  or  even  less. 

It  is  evident  that  works  in  southern  Long  Island  for  the 
collection  of  a  sii])pl\-  of  surface-water  alone,  would  i)rovi(le 
at  times  onl\-  a  com])arati\ely  small  yield  unless  large  storage 
reser\-oirs  were  provided.  These  are  not  practicable  because 
of  the  imfavoral)le  to])ogra])liy  of  southern  Long  Island,  the 
])ervious  cliaracter  of  the  surface  and  substrata,  and  the 
growths  that  occur  in  open  reservoirs  of  mixed  surface  and 
ground-water.  Large  covered  reservoirs  are  not  ])ossil)le  be- 
cause'of  their  cost.  In  s])ite  of  the  wonderfull\  sustained  dry 
weather  flows  of  these  .^uflOlk  County  streams,  tbe\-  could  not. 
in  the  absence  of  storage  reser\ ( lir■^.  l)e  made  to  yield  a  con- 
tinuous supj)l\  greater  than  (nu'-lliird  the  axerage  run-ofl'  of 
tlie  streams,  and  this  surface-  run-olT  re])resents  ouly  a  poiliou 
of  the  entire  xield  of  the  watc-rsbed.  Tbt-  ground-water  under- 
llow  promises  a  Larger,  more  uniform,  and  a  l)elter  <uppl\-  lliau 
eould  l)e  obtained  from  the  sur face-waters. 

\di.i  \i|-.  o|-  I  I  KI'LOW 

The-  rale  of  seaward  llow  of  the  lari^e  vobimes  of  ground- 
water in  Sullolk  count  \  thai  does  not  enlc  r  tlie  surface  streanrs 


TABLE  4 
GAGtHo  STATiona  on  Suitfolx  Codhtt  Stbiaui,  1907 


PLATE  1 


PLATE  3 


PLATE  4 


PLATE  5 


PLATE  6 


PLATE  7 


PLATE  8 


PLATE  9 


PLATE  10 


PLATE  11 


113 


TABLE  5 

Surface  Rux-Off  of  Suffolk  County  \\'atersheds.  On 
Line  of  Proposed  Aqueduct  and  Collecting 
Works 


Stream 


Average 
Run-off 
IN  1907 
tN  Million 
Gallons 
Per  Day 

FROM 

Gagings 

OF 

B.  W.  S. 


Minimum  Discharge  of  Streams  in 
Million  Gallons  Per  Day 


Date 
1907 


Discharge 

FROM 

Gagings 

OF 

B.  W.  S. 


Discharge  from  Gagings  of 
Brooklyn  Water 
Department 


Date 
1894 


Actual  Correct- 
Measure-     ed  to 
merits  aqueduct 
line 


3.52 

Sep. 

18 

1.13 

17.20 

1 

9.70 

Sampawams  creek.  . 

0.40 

Oct. 

24 

2.8.5 

Penataquit  creek. .  . 

3.32 

Aug. 

29 

1.47 

3..-)l 

Aug. 

18 

1..50 

Doxsee  creek  

0.80 

Sep. 

19 

0.14 

Champlin  creek.  .  .  . 

3.9.5 

Oct. 

24 

1.98 

Connetquot  brook. . 

32.70 

Sep. 

9 

23.85 

Sep.   10  1.09  0.98 

Aug.  28  7.45  7.45 

Sep.     8  2.21  1.80 

"  1  to  7  1.40  1.20 

"  1  to  3  0.72  0.00 

"  2  to  5  0.31  0.13 

22  3.11  2.11 
Aug.  31 
to 

Sep.     7  15.92  15.80 

Browns  river   3.85        Sep.  —  2.39        Aug.  20 

^        ,                                                                              to  28  2.09  1.82 

Tuthill  s  creek                 2.88          "      17           1.00        Aug.  19  2.34  1.71 

Patchogue  river.  ..  .       9.43        Jul.      9          4.90        Sep.     9  11.10  10.05 

Swan  river                      1.92       Oct.   15          1.18         "       3  0.20  5.80 

Mud  creek                     2.02         "      19          1.81         "        1  1.04  0  94 

Carman's  river             *30.20        Sep.    17       *20.10        Aug.  23  20.08  20.08 

Forge  river                      3.91          "      .30          2.80        Oct.     8  3.43  3.19 

Terrell  river   ].35  "        9  0.09        Sep.  25 

to 

Oct.     4  0.00  0.49 

Seatuck  creek                  3.27        Oct.   14          0.70        Sep.  30  1.15  1.35 

Total  in  southern 

Suffolk  county ..  .    136.83                              78.85    87.20  82.22 

Peconic    river  at 

Calverton                   M.()5        Sep.     1    *3.00  *3.0() 

Total  of  all  streams.    151.48                              82.35    90.20  85.22 


♦Estimated 


114 


APPEXDIX  1 


can  only  be  determined  with  accuracy  by  pumping  experiments 
on  a  scale  approximating-  the  final  development.  ]\Ieasure- 
ments  of  ground-water  movement  were  carried  on  in  Nassau 
county  in  1903  by  the  U.  S,  Geological  Survey  under  the  direc- 
tion of  the  Burr-Hering- Freeman  Commission.  These  under- 
flow measurements  were  made  by  the  so-called  Slichter  method, 
on  a  section  ])arallel  with  the  south  shore  about  seven  miles 
in  length,  between  luist  Meadow  supi)ly  pond  and  the  Massa- 
pecjua  stream,  but  the  results,  while  of  great  interest,  w^ere  not 
satisfactory.  1lie  water  bearing  strata  there  were  found  to 
be  so  lacking  in  uniformity  and  so  separated  by  irregular  beds 
of  clay  and  semi-impervious  strata  of  fine  sand,  that  it  a])i)eared 
to  be  phvsicalh-  im])ossible  to  make  enough  measurements  on 
the  section  to  obtain  an  accurate  estimate  of  the  entire  south- 
erly ground-water  movement.  This  method  of  ground-water 
measurements,  which  was  first  (le\  ised  1)\-  Thiem  in  (lermany, 
is  no  longer  employed  there  to  any  extent.  I'umping  experi- 
ments on  a  large  scale  are  considered  neces-sary  for  the  pur- 
pose of  estimating  the  yield  of  ground-water  sources. 

E.STl  MA'JE  OF  SlFKOI.K  ColNTN'  \'lI-:i.D  ON   li.XSIS  ol-  R  1 1 )( iK  WOOl  > 

System 

With  the  full  knowledge  of  the  o])eration  and  the  yield 
of  the  Kidgewood  system  in  western  Long  Island,  large  and 
expensi\-e  pumping  experiments  in  Suffolk  county  appeared 
entireK-  uimecessary  during  the  i)resent  investigations,  because 
the  character  of  the  surface  and  the  climatic  conditions  in 
western  Long  Island  arc  almo-i  identical  with  tho>e  in  the 
eastcrh-  portion.  The  small  di (Terences  that  exist  between  the 
conditions  in  the  wt'sterly  and  the  easterl\-  portions  ol  the 
i.sland  affecting  the  ground- water  \ield  appear  to  indicate  a 
larger  vield  fr(.in  llie  Suffolk  Count \-  watersheds  than  from 
those  of  the  Kidgewood  system. 

The  -nrfacH'  soils  in  Nassau  and  (jueens  counties  are  ])rob- 
abl\'  tiner  than  thos^  in  eastern  Cong  Island,  because  of  the 
greater  areas  under  cultivation  in  the  \  icinit\  of  New  N  ork 
Citv.  so  that  the  pei-cenlage  of  collection  on  the  Suffolk  Counl\ 
w  atersheds  should  be  greater  than  .  .u  the  w  alershrd  of  the 
kidgewood  system.  I'ui-lhermore.  ihr  rainfall  in  Suffolk 
county  may  i)(>ssil)ly  average  one  inch  greater  than  on 
the  i\idgew<io(l  w  ati-i'slieds.  and  tln'  piMColation  should  be 
greater  in  Suffolk  c-ouniy  b\  \vv\  nearlx  this  amount  because 


ViEU)  nt  ri"i  KiDOEWoou  SysiEM  or  the  Uu.,. 

I'BOM  Records  at  the  Bbooki.\  v 


ToUl  viaU  'j^i  d',' 
loolu^         M  O  A  ' 


5^  II  I 
il      11  iS:5 

;s    Si  it? 


■  ■     lit  si 


t 


ii  I 


;i8:gSS 


Yield  of  the  Ridgewood  System  of  the  BRctci 
From  Records  at  the  Brooklyn 


Month 


Rainfall 
IN  Inches 
Depth  at 

Hempstead 
Storage 

Reservoir 


Average  Monthly  Yield  of  Old  Watershed 
(67  Square  Miles)  in  Million  Gallons  per 
Day,  not  Including  Ground-Water  Waste 


Ground- 
water 
delivered 
to  conduit 


Surface- 
water 
entering 
conduits 


Surface-  Total  yield 

water  including 

wasted  at  surface 

supply  ponds  waste 


1897 


January.  .  . 
February. . 
March.  .  .  . 

April  

May  

June  

July  

August. .  .  . 
September. 
October .  .  . 
November. 
December. 


Totals.  . 
Average. 
1898 


January.  .  . 
February. . 
March .  .  .  . 

April  

May  

June  

July  

August. .  .  . 
September. 
October . . . 
November. 
December. 


Totals .  . 
Average. 
1899 


January.  .  . 
February. . 
March.  .  .  . 

April  

May  

June  

July  

August. .  .  . 
September. 
October .  .  . 
November. 
December . 


Totals.  . 
Average. 


igoo 


January.  .  . 
February.  . 
March .  .  .  . 

April  

May  

june  
uly  

August.  .  .  . 
September. 
October . . . 
November. 
December. 


Totals.  . 
Average. 


2.27 

30.9 

11.3 

7.9 

50.1 

750.( 

2.74 

30.5 

11.4 

10.5 

52.4 

780.1 

3.11 

29.0 

11.9 

5.3 

46.2 

690,1 

3.33 

28.5 

12.3 

8.1 

48.9 

730,1 

4.64 

31.1 

10.2 

8.0 

49.3 

740.( 

3.17 

34.2 

10.0 

6.8 

51.0 

760.( 

11.68 

29.8 

17.1 

7.3 

54.2 

S10.( 

2.62 

28.5 

15.1 

4.4 

48.0 

720.( 

1.51 

28.4 

19.2 

2.2 

49.9 

750,( 

1.51 

29.3 

19.9 

1.2 

50.4 

750.( 

5.00 

27.2 

14.8 

2.7 

44.7 

670.( 

4.83 

24.3 

18.1 

4.8 

47.1 

700.( 

46.41 

361.7 

171.3 

69.2 

592.2 

8.830,( 

3.87 

29.3 

14.3 

5.8 

49.4 

740.( 

4.12 
3.23 
3.45 
3.39 
8.99 
0.77 
5.43 
4.83 
2.44 
5.81 
6.00 
2.36 

51.22 

4.3 


4.22 
5.02 
7.79 
1.47 
1.79 
2.21 
5.07 
3.59 
-J.  17 
2.76 
2.09 
1.S2 

43.60 

3.63 


4.45 
5.04 
3.77 
1.87 
4.11 
1.98 
4.60 
3.76 
2.10 
3.22 
4.16 
2.28 

41.43 

3.46 


27.2 
26.0 
31.0 
28.6 
27.7 
22.7 
27.3 
31.1 
32.4 
28.5 
23.5 
24.7 

330.7 

27.6 


29.1 
31.6 
26.6 
27.5 
26.0 
28.7 
27.6 
28.5 
28.8 
28.0 
26.8 
28.0 

337.2 

28.1 


28.2 
28.2 
28.5 
27.4 
27.0 
27.5 
28.1 
28.7 
28.7 
29.2 
28.6 
21).  4 

S40.1 

28.3 


17.3 
20.2 
14.8 
15.8 
17.0 
25.7 
20.5 
20.0 
22.8 
22.4 
30.6 
38.6 

265.7 

22.1 


27.5 
25.9 
26.0 
27.3 
31.3 
24.0 
35.8 
23.4 
22.5 
20.5 
19.6 
10.0 

289.8 

24.2 


16.9 
19.4 
21.9 
20.S 
20.0 
22.0 
23.8 
20.7 
17.5 
14.5 
10.3 
10.4 

aso.8 

19.2 


5.2 
7.8 
5.8 
8.9 
12.4 
10.7 
7.1 
6.1 
2.4 
4.5 
8.0 
15.7 

94.6 

7.9 


20.0 
16.5 
31.0 
24.2 
11.9 
7.7 
0.2 
0.1 
«).0 
5.0 

4.«l 

140.7 

11.7 


7.9 
13.1 
13.8 
10.2 
10.8 
6.6 
5.1 
3.0 
2.S 
2.0 
3.2 
4.7 

84.4 

7.0 


49.6 
54.0 
51.5 
53.3 
57.1 
59.1 
54.9 
57.3 
57.7 
55.4 
62.1 
79.0 

691.0 

67.6 


77.1 
74.1 
83.6 
79.0 
69.0 
60.5 
59.4 
58.0 
58.0 
53.6 
40.4 
4S.8 

767.6 

64.0 


62.9 
60.7 
64.3 
58.3 
59.0 
56.0 
56.9 
53.0 
49.0 
46.5 
48.1 
50.0 

666.S 

64.6 


1.151.C 
l.llO.C 
1.250.C 
1.180.C 
1,031.C 
900.C 
890.( 
860,1 
860.1 
800.C 
690,( 
730.( 

11.462,( 

950.C 


790,( 
910.( 
960.( 
870.( 
880.( 
840,( 
850.1 
790.« 
730.( 
690.( 
720.( 
760.( 

9,790,1 

820.( 


I  TABLE  6  {Continued) 


TABLE   6  (Concluded) 


Depth  at 
Hempstead 

Storage 
Reservoir 


Average  Monthly  Yield  of  Old  Watershed 
(07  Square  Miles)  in  Million  Gallons  per 
Day  not  Including  Ground-Water  Waste 

3round-  Surface-  Surface-       Total  yield 

water            water  water  includinR 

delivered        entering  wasted  at  surface 

)  conduit  conduits  supply  ponds  waste 


Day 


Average  Monthly  Yield  of  New  Watershed 
(92  Square  Miles)  in  Million  Gallons  per 
Day  not  Including  Ground-Water  Waste 

Ground-  Surface-  Surface-       Total  yield 

water            water  water  including 

delivered  entering  wasted  at  surface 

to  conduit  conduit  supply  ponds  waste 


Average             Total  Yield  of  Ridgewood  Watershed  in  Average 

Yield  of          Million  Gallons  per  Day  (159  Square  Miles)  Yield  of 

New  Watershed         not  Including  Ground-Water  Waste  Ridgewood 

-   PER  Day  per   _  Watershed 

Square  Mile        Ground-        Surface-         Surface-       Total  yield  per  Day  per 

in  Gallons           water            water            water         including  Square  Milb 

delivered  entering  wasted  at  surface  in  Gallons 
to  conduit       conduit      supply  ponds  waste 


1905 

lanuarv   2.20 

February   3.00 

March   4.05 

April   3. IS 

May   1.07 

June   3.41 

July   2.33 

August   4.54 

September   4.51 

October   2.86 

November   1.81 

December   3.80 

Totals   36.82 

.•\verage   3.07 

190G 

February!!!''!!.'!!!.'  l!95 

April  !  4!56 

May   3.41 

June   4.20 

July   5.60 

August   2.54 

September   1.45 

October   5.97 

November   1.40 

December   3.05 

Totals   44.12 

-Average   3.68 

1907 

January   3.29 

February   1.77 

March   3.27 

April   3.67 

May   5.11 

June   5.93 

July   1.05 

August   2.72 

September   8.32 

October   4.10 

November   5.28 

December   4.12 

Totals   49.23 

Average   4.1 


302.7 
25.2 


425.7 
36.6 


620.0 
43.3 


396.0 
33.0 


24!3 
22.0 

18!9 


15.4 
6.2 
12.0 

224.6 

18.7 


165.4 
13.8 


41.4 
3.4 


7S7.1 
61.4 


56.6 
47.0 
56.5 

691.7 

67.6 


56.2 
60.4 
58.4 


732.5 
61.0 


23.5 
21.5 
25.8 
25.5 
25.5 

148.8 

12.4 


18.5 
29.9 
32.2 
.35.8 
38.9 


10,96C,<»0 
911,(00 


39.5 
40.5 
27.2 


343.1 
28.6 


58.8 
58.3 
54.1 
41.8 
30.6 


23.3 
21.1 
28.1 

488.0 

40.7 


28.2 
29.4 
19.6 


321.9 
26.8 


47.2 
52.8 
37.4 


51.0 
49.2 
46.7 
53.6 

664.7 

54.6 


61.3 
58.0 
62.5 


680,000 
730,000 
610,000 
530,000 


680.000 
730,000 
720,000 
670,000 
030,000 
070,000 
700,000 
600.000 
610,000 
030,000 
590.000 


38.0 
50.9 
49.3 
54.2 
54.4 
55.4 

451.5 

37.6 


59.3 
768.6 


814.2 
67.9 


57.5 
72.5 
85.9 


863.1 
71.9 


46.4 
49.0 
58.0 
69.5 
65.2 
54.2 
48.3 


546.5 
45.5 


129.5 
127.8 
132.5 


106.3 
108.0 
103.6 
114.1 

.,391.8 

116.0 


1,419.1 
118.2 


800,000 
710,000 
700,000 
700,000 
680,000 
670,000 
680,000 
650,000 
720,000 


700,000 
730,000 
760,000 
820,000 
770.000 
760,000 
760.000 
790.000 
770.000 
710.000 
060,000 
700,000 

8,930,000 

740,000 


810,000 
790.000 
820,000 
810,000 
780,000 
770,000 
).000 


700,( 


685.6 
488 


,601.1 
126.1 


GROUXD-WATER  AVAILABLE 


115 


the  evaporation  losses  and  the  demands  of  vegetation  are  doubt- 
less smaller  where  there  is  the  smaller  area  of  cultivated  lands 
and  less  vegetation. 

In  Table  6  preceding,  is  shown  the  total  yield  of  the  old 
and  the  new  watersheds  of  the  Ridgewood  system  for  each 
month,  from  January,  1897,  when  accurate  records  of  the 
amount  of  waste  over  spillways  of  storage  ponds  were  first 
made,  to  December,  1907,  inclusive.  The  data  from  which 
this  table  was  made  up  were  obtained  from  the  records  in  the 
Brooklyn  office  of  the  Department  of  \\^ater  Supply. 

The  amount  of  waste  of  surface-water  over  the  spillways 
of  the  supply  ponds  is  included  in  the  total  estimate  of  yield, 
but  the  large  waste  of  ground-water  which  occurred  in  unde- 
veloped portions  of  the  watershed,  and  which  took  place  at  the 
ground-water  collecting  works  when  they  were  not  in  opera- 
tion, are  not  estimated  and  can  only  be  roughly  a])proximated. 

From  the  total  yield  of  each  watershed,  the  average  annual 
yield  per  square  mile  has  been  computed  on  the  basis  of  the 
ground-water  catchment  areas  that  are  sliown  on  the  map  of 
western  Long  Island,  Sheet  1,  Acc.  5530. 

As  already  stated  on  pages  60  and  61  of  this  report,  these 
Ridgewood  catchment  areas  include  a  zone  south  of  the  driven- 
well  pumi)ing-stati()ns  and  infiltration  galleries  of  this  system 
that  would  be  made  tributary  to  the  system  l)y  the  inflection  of 
the  ground-water  surface  towards  the  wells  by  the  greatest  safe 
development  of  the  ground-water  along  the  entire  line  of  the 
Ridgewood  collecting  works.  The  ground-waters  on  portions 
of  this  line  from  lu)rest  stream  to  the  Agawam  driven-well  sta- 
tion are  not  yet  develoi)ed,  and  only  during  the  last  four  or 
five  years  has  the  ground-water  flow  on  other  parts  of  the  line 
been  interce])ted. 

Th.e  total  yield  of  the  Ridgewood  system  is  computed  from 
the  displacement  of  the  pumps  at  the  Ridgewood  pumping-sta- 
tion,  corrected  for  the  most  i)art  by  occasional  comparisons 
with  Venturi  meters,  pitot  tube  and  weir  measurements.  The 
error  in  these  quantities  ])robably  ranges  from  5  to  10  per 
cent.,  being  much  of  the  time  well  within  the  smaller  fiirure. 

In  the  last  column  of  Table  6  is  given  the  estimated  total 
yield  of  the  entire  Ridgewood  watershed  for  each  year,  in- 
cluding the  total  run-off  of  both  the  surface-water  and  the 
ground-water. 

The  above  yields  of  the  Ridgewood  system  are  shown 


lio 


AFPEXDIX  1 


graphically  on  Sheet  7,  Acc.  L  J  148,  which  brings  out  clearly 
the  results  of  the  above  tabulation.  This  diagram  is  fullv  ex- 
plained in  the  notes  accompanying  it. 

The  increase  in  the  yield  of  the  Ridgewood  system  during 
the  past  hve  years  is  due  to  the  more  complete  development 
of  the  ground-waters,  and  a  saving  of  a  portion  of  the  under- 
flow that  formerly  went  to  waste  in  the  south  shore  bays. 
Notwithstanding  the  fact  that  the  ground-waters  of  the  Ridge- 
wood system  are  not  entirely  developed,  the  present  yield  of 
the  *'  old  watershed,"  as  shown  on  tliis  diagram,  is  alx^ut 
900.000  gallons  per  day  per  scjuare  mile,  and  that  of  the  "  new 
watershed."  which  is  less  completely  developed,  about  700.000 
gallons  per  day  per  scjuare  mile,  an  average  for  the  whole 
Ridgewood  catchment  area  of  nearly  800.000  gallons  per  day 
per  scjuare  mile. 

l)y  constructing  additional  groimd-water  works  and  com- 
pletely develo])ing  the  entire  watershed,  it  is  believed  that  the 
total  yield  in  normal  rainfall  years  may  l)e  safely  increased 
to  155  million  gallons  ])er  day,  wliich  is  nearly  1,000,000  gal- 
lons per  day  per  square  mile  from  the  entire  groimd-water 
catchment  of  150  s(|uare  miles.  This  \iel(l  is  equivalent 
to  21  inches  depth  per  year,  and  is  nearly  45  per 
cent,  of  the  average  annual  rainfall  of  44  inches. 
During  long  periods  of  deficient  rainfall  the  total  catch- 
ment area  of  tlie  Ridgewood  sy  stent  even  when  com- 
pletely develo])e(l,  would  not  yield  as  nuicli  as  the  above  figure, 
because  the  collecting  works  are  not  located  nor  designed  t(^ 
draw  sufficient  ground-water  storage.  The  nuninuim  yield 
would  not  ])robably  exceed  140  million  gallons  ])er  day.  or 
900,000  gallons  per  da\-  i)er  m\U'avv  mile,  and  dnring  a  long 
perio<l  of  'k'tiricnt  rainfall  il  nn,L;lil  readilx'  be  15  or  20  i)er 
cent,  less  than  this. 

Xo  attempt  ha^  been  made  to  correct  the  xields  of  the 
Ridgewood  SNstc-ni  f<»r  the  amount  of  water  added  to  or  drawn 
from  the  ground  water  storage  in  the  pore  si)aces  of  the  water 
bearing  gravels.  .\s  sln>\\n  in  Table  1.  \y.\'j,v  the  i^round- 
water  works  are  not  generallx  (»perate(l  eoutinuouslx .  but  are 
shut  down  one  to  two  months  or  more  during  the  wet  months 
of  the  year,  wlic-n  the  llow  of  the  sinfare  streams  is  large, 
'i'hese  intervals  each  \ear  duriuL^  the  months  when  the  perco- 
lation to  the  water  bearing  strata  is  greatest  allow  the  ground- 
water re-ervoirs  to  till  up  for  the  next  summer's  draft. 


GROUXD-WATER  AVAILABLE 


117 


The  size  of  the  reservoirs  that  the  Ridgewood  works  are 
able  to  draw  upon  is  not  large,  however.  Neither  the  driven- 
well  stations  nor  the  infiltration  galleries  can  lower  the  ground- 
water surface  in  their  immediate  vicinity  much  more  than  10 
feet,  and  this  depression  about  the  driven-well  stations,  which 
in  some  instances  are  a  mile  apart,  and  from  which  most  of 
the  grotmd-water  supply  is  obtained,  decreases  rapidly  with 
the  distance  from  the  groups  of  wells  in  all  directions,  so  that 
with  the  intermittent  operation  of  these  stations  the  average 
lowering  of  the  water-table  over  the  gathering  ground  is  small 
(See  pages  288  and  289.) 

Some  ground-water  ob.^ervations  in  the  si)ring  of  1907  in 
the  westerly  ]:)ortion  of  the  Ridgewood  system,  when  compared 
with  the  survey  of  1903  of  the  Burr-Hering-Freeman  Com- 
mission, indicate  an  average  lowering  of  about  two  feet  over 
an  area  of  about  35  square  miles  of  the  old  watershed,  from 
which  a  ground-water  supply  of  about  30  million  gallons  has 
been  drawn  daily.  W'liile  some  of  this  difference  in  the  ele- 
vation of  the  water-table  was  due  to  the  operation  of  the 
ground-water  works,  the  greater  ])ortion  was  the  result  of  the 
smaller  rainfall  in  1904  and  1905.  Continuous  observations  of 
the  normal  ground-water  surface  at  Milll)urn  reservoir, 
not  far  from  the  south  shore,  showed  that  during  this  period 
the  water-table  had  dropped  about  two  feet.  Whatever  the 
cause  of  the  lower  level  of  tlie  water-table  over  the  35 
.square  miles  of  the  old  watershed,  the  difference  meant  a 
total  loss  of  ground-water  storage,  supposing  the  sands  yield 
30  per  cent,  of  tlieir  volume  of  4380  million  gallons,  which 
corresponds  to  an  average  draft  of  three  million  gallons  per 
day,  or  15  per  cent,  of  the  average  supply.  The  large  rainfall 
of  1907.  however,  raised  the  normal  ground-water  very  nearly 
to  the  level  of  1903,  as  shown  by  the  ^lillburn  Reservoir 
observations  and  by  a  few  measurements  in  the  old  watershed 
this  spring.  The  abstraction  of  the  ground-water  by  the  works 
of  the  Ridgewood  system  has  not,  therefore,  prevented  the  re- 
covery of  the  ground-water  reservoirs  on  their  gathering 
grounds. 

The  amount  of  fresh-water  storage  that  has  been  drawn 
from  the  deep  water  bearing  strata  through  the  inshore  move- 
ment of  the  salt  water  since  the  driven-well  systems  of  the 
Ridgewood  system  were  operated,  cannot  be  estimated  accu- 
rately, but  it  is  not  probably  as  much  as  the  amount  of  surface 


118 


APPEXDIX  1 


storag-e.  In  the  first  place,  there  is  no  evidence  that  the  ad- 
vancing sea-water  entirely  replaces  the  fresh  ground-water  in 
the  interstices  of  the  sands  and  gravels;  rather  it  appears  that 
the  salt  water  is  greatly  diluted  as  it  approaches  the  wells,  and 
replaces  only  a  small  portion  of  the  fresh  water.  For  example, 
the  highest  chlorine  in  the  Shetucket  deep  wells,  the  most  se- 
riously afifected  station,  was  500  parts  per  million,  which  is  only 
three  per  cent,  of  the  amount  of  chlorine  in  normal  sea-water. 

The  evidence  does  not  furthermore  point  to  more  than  a 
limited  movement  of  sea-water  in  a  narrow  width  toward  the 
center  of  the  cones  of  depression  about  each  station,  because 
the  water-table  has  not  been  sensibly  depressed  at  points  mid- 
way between  the  stations,  and  the  seaward  motion  of  this 
water  must  prevent  the  encroachment  of  the  salt  water  be- 
tween the  stations  and  greatly  dilute  the  salt  water  approaching 
the  wells,  thus  minimizing  the  amount  of  fresh  water  replaced 
by  salt. 

The  rate  of  advance  of  the  salt  water  toward  the  ground- 
water works  of  the  Ridgewood  system  was  doubtless  greatest 
during  the  years  of  low  rainfall,  but  a  recession  must  have 
taken  place  during  the  years  of  high  rainfall,  so  that,  on  the 
average,  the  amount  of  fresh-water  storage  re])laced  by  salt 
water  was  small.  The  Spring  Creek  station  was  in  operation 
14  years  before  it  was  seriously  affected  by  sea-water,  and  then 
the  water  contained  only  300  parts  i)er  million  of  chlorine  at 
the  maximum.  Other  driven-well  stations  have  been  in  service 
quite  as  long  without  being  aft'ected  by  salt  water  at  all,  and 
some  are  equally  near  the  shore.  To  show  how  small  the  stor- 
age drawn  at  Spring  Creek  from  the  deep  strata  nnist  have 
been,  the  following  computation  is  made  on  the  probable  ad- 
vance of  the  sea-water  at  Spring  Creek.  11iis  station  is  only 
\?00  feel  from  salt  water  in  the  creek  l)el()\v.  Suppose  that 
the  salt  water  in  the  gravels  l)cl()w  was  originally  oOOO  feet 
away,  and  ni(»vi'(l  inland  on  the  average  during  14  years  2\A 
feet  each  \ear.  and  tliat  in  tlie  lengtli  of  line  tributary  to  this 
station,  which  nia\'  be  assnnied  t«>  be  a  mile,  the  salt  water  rc- 
l)laced  each  yviw  H)  per  cent.  (.1  the  pore  spact-,  or  three  i)er 
cent,  of  the  volume  of  the  sands  in  a  len-tli  of  2000  feet  and  a 
depth  of  100  feet.  The  amount  of  fresh  water  abstracted  wa^ 
then  2000  x  210  x  100  x  .03  x  7.4S  0.420.000  gallons,  or  an 
average  for  the  vear  of  26.000  gallons  per  (la\ .  wliich  is  about 
0..=^  l)er  cent,  of  the  vield  of  the  station. 


GROUXD-WATER  AVAILABLE 


119 


The  proportion  of  surface-water  in  the  Ridgewood  supply 
has  decreased  materially  during  recent  years  as  a  result  of  the 
increasing  number  of  ground-water  works  and  the  greater 
volume  of  ground-water  pumped.  Ten  years  ago  60  to  70  per 
cent,  of  the  whole  visible  yield  of  the  Ridgewood  system  (in- 
cluding surface,  but  not  ground- water  waste)  was  surface- 
water.  During  the  last  two  years  but  little  more  than  40  per 
cent,  of  the  yield  has  been  accounted  for  in  surface-water  at 
the  intakes  of  the  supply  ponds  and  in  the  surface  waste  over 
the  spillways. 

Judging  from  the  surface  run-off  of  the  "  new  watershed 
when  little  or  no  ground-water  was  drawn,  the  streams  have 
an  average  natural  flow  in  years  of  nomial  rainfall  of  about 
40  million  gallons  per  day,  which  corresponds  to  a  yield  per 
square  mile  of  the  ground-water  catchment  area  of  roughly 
450,000  gallons  per  day.  The  natural  surface  flow  of  the 
streams  in  the  southern  Long  Island  watersheds  may  there- 
fore be  considered  to  represent  about  one-half  of  the  total 
available  yield  of  the  entire  ground-water  catchment  area. 

Comparison  with  Watersheds  of  Surface  Supplies 

The  yield  of  the  Long  Lland  watersheds  should  not  be 
compared  with  the  delivery  of  the  catchment  areas  of  the  large 
surface-water  supplies  in  this  vicinity,  without  taking  into  con- 
sideration the  dissimilarit}-  in  the  character  of  the  surface 
soils  and  substrata  and  the  resulting  difference  in  the  uniform- 
ity of  the  run-oft'. 

The  surface  of  the  Croton  watershed,  for  exam])le,  is  un- 
derlaid by  almost  im])ervious  hard  ])an,  and  there  is  practi- 
cally no  ground-water  storage.  The  Long  Island  watersheds, 
on  the  other  hand,  have  loose,  jjorous  soils,  overlying  strata 
of  pervious  sands  and  gravels.  Perhaps  not  more  than  one- 
half  of  the  entire  yield  naturally  appears  in  the  surface  streams, 
and  the  minimum  flow  seldom  drops  below  50  per  cent,  of  the 
average  because  of  the  large  ground-water  storage. 

Floods  of  20  or  25  times  the  average  volume  of  run-off, 
which  have  occurred  on  the  Croton  watershed,  are  unknown 
on  I^ng  Island.  The  greatest  discharge  of  one  of  the  largest 
of  Long  Island  streams  in  the  past  two  winters,  with  frozen 
ground,  was  only  three  times  the  ordinary  summer  flow,  and 
this  lasted  only  a  few  hours.  Even  with  the  small  amount  of 
storage  in  the  sliallow  sup])lv  ])onds  on  the  new  watershed  of 


120 


APPEXDIX  1 


the  Brooklyn  works  between  ^Nfassapequa  and  ]\Iillbnrn.  onlv 
1.3  per  cent,  of  the  rainfall  was  wasted  over  the  spillwavs 
in  the  last  two  years. 

The  average  run-off  from  the  Croton  watershed  duriiii^- 
the  last  40  years,  has  been  about  2-4  inches  in  depth,  which  is 
something  over  1,000,000  gallons  |)er  (la\-  per  scpiare  mile, 
or  about  50  per  cent,  of  the  average  rainfall.  It  is  estimated 
on  the  completion  of  the  Croton  Falls  reservoir  when  the 
storage  volume  will  amount  to  290  million  gallons  per  s(|uare 
mile,  that  an  average  supply  of  Z?>G  million  gallons  ])er  day 
or  930,000  gallons  per  day  per  square  mile  can  be  drawn  dur- 
ing a  long  period  of  low  rainfall,  and  1.000.000  gallons  per 
dav  per  square  mile  during  normal  rainfall  years.  If  an 
ample  volume  of  storage  could  be  made  available  on  the  Suf- 
folk County  watersheds,  without  doubt  a  larger  proportion  of 
the  rainfall  here  should  be  obtained. 

Comparison  with  ()thi:r  ( iRoi'xd-W'ater  Catchment 

Areas 

There  is  no  area  in  the  eastern  part  of  this  country  similar 
to  Long  Island,  where  the  ground-water  has  been  developed 
to  such  an  extent  as  to  afford  a  comparison  w  ith  the  )-icld  of 
the  Long  Island  watersheds.  In  our  southwestern  states,  dec]) 
water  bearing  strata  of  sand  and  gravel  exist,  and  have  been 
extensivelv  dexeloped  to  sup])ly  water  for  irrigation,  l)Ul  little 
has  been  done  there  to  determine  the  yield  from  a  given  water- 
shed area,  and  the  climatic  condition^,  the  distribution  of  the 
rainfall,  the  tem])erature  and  the  amount  of  evaporation  dif- 
fer so  much  from  those  on  the  Atlantic  coast,  that  the  yields, 
if  known,  wonld  afford  no  basis  for  estimating  the  supply  from 
the  I  J  )ng  1  sland  s<  )iu'ce>. 

Tlie  conditions  that  most  clearly  resemble  tlio>e  on  Long 
Island  are  fonnd  in  northern  lun-ope.  allliongli  the  rainfall 
is  nnich  •>maller  there,  exct-pt  in  the  mure  nionntainons  re- 
gions. .Man\-  of  the  large  i-ities  in  (ieniianx.  1  jolland  and 
Lelgium  are  supj)lied  w  ith  gronnd-w  ater  de\  elo])ed  in  tlie 
deep  sands  and  gra\'el  of  glacial  and  alhu  ial  origin,  and  tlu  >e 
su])plies  have  been  in\e>tigated  witli  nincli  care. 

Lstimatcs  of  the  ground-water  \ields  lia\e  been  made  in 
Ccrmanv,  on  tlie  basis  of  collecting  .^0  per  rent,  of  tlu'  rainfall, 
and  tlie  perceiUagcs  schmuxmI  on  soim-  of  tlie  existing  works 
ap])roach  the->e  fignres. 


GRO UXD-JVA TER  A VAILABLE 


121 


In  1904,  the  writer  had  the  good  fortune  to  study  many 
of  these  European  ground-water  suppHes,  and  the  results 
of  the  studies  of  yield  are  presented  here.  Uncertainties  exist 
in  the  rainfalls  and  watershed  areas  of  several  of  the  supplies, 
but  not  enough  to  affect  the  general  conclusions  that  may  be 
drawn  from  them. 

MUNICH 

At  ^lunich  some  interesting  data  w^ere  secured  on  the  yiela 
of  the  deep  galleries  of  the  municipal  water  works  in  the 
Alangfall  valley  about  v30  miles  south  of  ^lunich.  The  water- 
shed tributary  to  the  works  is  a  flat  table-land,  covered  with 
a  thick  brown  soil  which  overlies  deep  strata  of  coarse  sand 
and  gravel.  Perhaps  30  per  cent,  of  the  watershed  is  wooded ; 
the  remainder  is  for  the  most  part  grass  land,  and  a  small 
l^art  is  under  cultivation  near  two  or  three  small  hamlets.  Or- 
dinarily, there  is  no  appreciable  surface  run-off.  The  seepage 
in  this  watershed  is  collected  in  galleries  in  the  Mangfall  val- 
ley near  ]\Juhlthal  and  Gotzing.  The  ground-water  flow  is 
intercepted  over  an  impervious  cla\'  floor  near  its  emergence  in 
the  valley  at  a  depth  of  100  feet  or  more  below  the  surface 
of  the  watershed. 

The  area  of  the  catchment  above  the  Mulilthal  galleries 
as  given  by  the  Director  of  the  Royal  Hydrotechnic  Bureau, 
is  14.7  s(juare  miles,  but  investigations  have  not  been  made 
to  establish  this  area  beyond  question.  The  catchment  area 
above  the  entire  system,  is  given  as  26.3  scjuare  miles,  and  the 
engineers  of  the  water-works  state  that  this  is  more  accurate 
than  the  area  given  for  the  Muhlthal  system. 

From  the  records  of  the  water-works,  the  yield  of  the 
^luhlthal  galleries  during  the  10  years  from  18(S5  to  1894 
(at  which  time  the  works  were  extended)  averaged  21.31 
million  gallons  ])er  (la\  or  30.42  inches  depth  per  year  on  the 
watershed.  The  average  rainfall  during  these  years  was  47.10 
inches,  and  from  the  above  yield  it  appears  that  on  the  average, 
64..-^  ])er  cent,  of  the  ])recipitation  was  collected.  The  largest 
collection  was  70  ])er  cent,  in  1(S93,  following  a  high  precipi- 
tation of  54  inches  during  the  ]:)revious  year. 

Some  of  the  engineers  of  the  water-works  believed  that 
])erhaps  a  portion  of  the  flow  in  the  Afuhlthal  galleries  came 
from  the  area  tributarv  to  the  Gotzing  system,  but  the  yield 
from  the  whole  water>hed  tributary  to  both  the  Muhlthal  and 
the  riotzing  galleries  api)ears  to  be  (|uite  as  high  as  from  the 


122 


APPEXDIX  1 


Muhlthal  galleries  alone.  The  extremely  high  yields  must, 
however,  be  accepted  with  considerable  reserve. 

AMSTERDAM 

The  water-supply  of  Amsterdam  is  in  part  obtained  from 
the  dunes  along  the  North  sea,  near  Haarlem  and  Zandvoort. 
Deep  canals  were  excavated  there  in  the  fine  white  beach  sand. 
Except  for  a  very  few  trees  and  some  coarse  grasses  and 
heather,  no  vegetation  exists  on  the  catchment  area.  The  dunes 
are  comparatively  level  and  the  surface  run-off  is  negligible. 
On  the  whole,  the  surface  of  the  dunes  is  more  favorable  than 
that  of  southern  Long  Island  for  a  large  ground-water  yield. 

The  limit  of  the  catchment  area  tributary  to  the  canal  sys- 
tem, has  been  very  carefully  determined,  and  extensive  studies 
of  the  movements  of  the  ground- water  have  been  made,  so 
that  with  a  climate  and  watershed  surface  analogous  to  con- 
ditions on  Long  Island,  the  yields  of  the  dunes  furnish  perhaps 
the  best  comparison  with  the  delivery  of  Long  Island  sources. 
The  greater  rainfall  on  Long  Island  should  give  a  larger  per- 
centage of  ground-water  yield,  all  other  conditions  being  e(|ual. 

The  ground-water  catchment  area  in  the  dunes  varies  with 
the  rainfall,  and  the  general  level  of  the  water-tal)le  from  10.4 
square  miles  to  12.3  square  miles;  the  average  is  1L6  square 
miles.  During  the  14  years  from  18cSQ  to  1903  inclusive,  this 
area  furnished  an  average  su])ply  of  ().\2  million  gallons  per 
day  which  is  equivalent  to  a  de])th  of  11.1  inches  on  the  wa- 
tershed. 

It  was  believed  that  this  was  al)out  all  that  the  watershed 
would  supply,  until  I.  M.  K.  Tennink.  Director  of  the  Mu- 
nicii)al  Water  Sui)ply.  showed  that  some  water  was  1)eing  lost 
through  the  cla\-  l1oor  underlying  the  ui)per  water  bearing 
sands.  (See  transactions.  American  Society  of  Civil  luigin- 
eers.  \  olume  LI\'.  Part  D.  ])age  160,  or  Transactions  of  Royal 
(Dutch)  ln>titutc'  of  bjigineers.  hAbruary  1.  P)04.)  Tennink 
estimated  this  loss  amounted  to  three  or  four  million  cubic 
meters  per  year,  which  is  e(|nivalenl  I..  2.2  \n  2:^  million  gal- 
lons per  (lav.  lie  i)lanne(l  alter  the  ompleticu  of  his  investi- 
gations, to  draw  down  tlie  w  ater-ta1)le  in  the  dunes  to  pre\  ent 
some  of  the  percolation  thn)U«;h  the  clay  ll<M.r,  and  has  already 
rlriven  wells  beneath  the  clay  to  obtain  at  times,  the  stored 
watcT  there.  'I'he  average  sui)i)ly  obtained  in  1<)04  was  eight 
million  gallons  i)er  daw 


GROL'XD-JVATER  AVAILABLE 


123 


From  the  estimates  of  Pennink,  the  catchment  area  of  11.6 
square  miles  should  furnish,  if  completely  developed,  more 
than  the  present  supply  of  8.0  million  gallons  per  day,  or  say 
from  8.3  to  9.0  million  gallons  per  day.  This  corresponds  to  a 
depth  on  the  average  area  of  watershed  of  15.0  to  16.2  inches 
per  year. 

The  average  rainfall  from  gages  maintained  on  the  water- 
shed may  be  estimated  at  24  inches  depth.    On  the  basis  of 
the  yield  from  1889  to  1903,  of  11.1  inches  depth  per  year, 
11.1 

the  watershed  yielded  =  1-6  per  cent. 

THE  HAGUE 

The  supply  of  The  Hague  comes  from  a  development  of 
the  dune  waters  similar  to  that  of  Amsterdam.  An  average 
supply  of  5.1  million  gallons  per  day  is  collected  in  filtration 
galleries  from  a  watershed  of  7.0  square  miles.  This  yield 
corresponds  to  a  depth  of  15.3  inches  on  the  watershed,  which 
agrees  very  well  with  that  obtained  from  the  Amsterdam  wa- 
tershed. Xo  investigations  have  been  made  at  The  Hague, 
as  far  as  has  been  learned,  to  discover  any  loss  through  seep- 
age, as  on  the  Amsterdam  works. 

Tn.BL'RG 

The  small  industrial  town  of  Till)urg.  in  the  southeastern 
part  of  Holland,  is  supplied  by  ground- water  from  a  small 
driven-well  system  near  the  town.  The  watershed  is  a  barren 
area  covered  here  and  there  with  patches  of  thin  soil  on  which 
grow  low  grass  and  heather  and  a  few  stunted  pines  and  firs. 

Halbertsma,  formerly  of  The  Hague,  designed  these  works 
and  laid  out  the  driven-well  system  for  collecting  49  per  cent, 
of  the  rainfall.  Tlie  works  are  now  delivering  two  million  gal- 
lons per  day  from  the  ground-water  catchment,  the  area  of 
which  was  found  to  be  3.32  square  miles.  This  corresponds 
to  12.5  inches  depth  on  the  area. 

With  the  rainfall  of  27.6  inches,  the  development  now 
12.5 

vields  =  4?  per  cent,  of  the  total  ])recipit'ation. 

27 . 6 

This  yield  should  not.  h<Avever.  be  considered  the  maximum 
that  the  watershed  will  provide.  It  is  planned  to  develop  still 
more  in  the  watershed,  when  it  is  re(|uired. 


124 


AFFEXDIX  1 


BRUSSELS 

An  example  of  the  yield  of  ground-water  sources,  to  which 
the  rain  percolates  through  more  or  less  impervious  strata,  is 
found  at  Brussels.  The  city  proper  is  supplied  with  water 
from  deep  galleries  in  the  Foret  de  Soignes  and  the  \'allee  du 
Hain.  These  galleries  were  driven  on  a  slight  grade  20  to  25 
feet  below  the  original  surface  of  the  gn^und-water.  and  100 
to  150  feet  below  the  surface  of  the  ground. 

The  surface  of  the  Foret  de  Soignes  is  covered  with  a  good 
sod,  and  large  trees  and  ponds  give  evidence  of  the  impervious 
character  of  the  subsoil.  The  substrata  is  said  to  contain  a 
great  deal  of  clay.  The  surface  topography  is  favorable  to  a 
large  run-ofT.  From  an  excellent  ground-water  contour  map, 
prepared  by  the  water-works,  the  catchment  area  tributary  to 
the  galleries  is  found  to  be  4.6  square  miles. 

The  average  yield  of  the  galleries  is  2.1  millic^n  gallons  per 
day,  or  9.7  inches  depth  on  the  catchment  area.  This  is  35 
per  cent,  of  the  mean  rainfall  of  27.6  inches. 

The  sources  in  the  Vallee  du  Hain  furnish  4.8  million  gal- 
lons per  day  from  an  underground  watershed  that  has  an  area 
of  16.6  scjuare  miles,  according  to  the  ground-water  contlnir 
map.  This  delivery  is  only  6.0  inches  de])th  on  the  Avatershed, 
or  22  i)er  cent,  of  the  rainfall,  .^ince  the  suburbs  of  lirussels. 
a  few  years  ago,  sought  an  indei)endent  supply  from  the  moun- 
tains, the  city  works  have  not  been  drawn  u])on  to  their  full 
ca])acitv.  Probal)ly  the  sources  du  llain  would  furnish  more 
than  here  stated.  The  surface  is  highly  cultivated  and  for  the 
most  ])art  without  trees. 

TIk-  \  ifl(U  from  tlicsc  luiro])ean  watersheds  are  snniniari/ed 
in  Table  7.  following,  together  with  the  ])resent  delivery  of 
the  Kidgewood  system  of  the  Tirooklyn  works,  and  the  esti- 
mated safe  vic-ld  of  the  .'^ulTolk  C'oimty  catchment  areas. 

Com])aring  the  condition^  here  with  those  abroad,  noting 
that  the  air  tt-mperatures  on  which  the  evaporation  losses 
largeK  (le])en(l  are  nearlx-  the  same  and  that  the  character  ot 
the  surface  of  the  .Suffolk  Comity  catehnienl  areas  are  as 
favorable  for  a  lari^e  percolation  as  inan\  of  lliost'  abroad,  it 
would  a])pear  ri'a-onable  to  expect  \\('Vv  fully  as  large  a  per- 
eeiUage  vield.  i)erhap-  <X)(),()()()  or  evc-n  1  .OOO.OOO  gallons  per 
(lav  per  s(|uare  mile  if  sufficient  storage  could  be  developed  in 
the  pore  spaces  of  the  water  bearing  strata  to  sustain  this  yield 
during  periods  of  low  precipitation.     Tlu-  iMu-opean  ground- 


125 


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water  works  are  not  designed  to  secure  much  storage,  and 
their  yields  fall  below  the  average  given  above  during  years 
of  deficient  rainfall. 

STORAGE   REOriRE^IEXTS   FOR   DE\'ELOL\M  EXT 
IX  SrFFOLK  COE^XTY  OF  800,000  GALEOXS 
PER  DAY  PER  SQUARE  MILE 

Provisions  for  adequate  storage  have  seemingly  been 
neglected  in  the  construction  of  large  ground-water  works, 
although  such  provisions  are  never  omitted  in  works  designed 
for  the  development  of  surface-waters  when  the  draft  exceeds 
the  low-water  flow  of  a  stream.  The  reason  for  this  neglect 
of  one  of  the  \  ital  features  of  good  water-works  ])ractice  in 
the  case  of  ground-water  works  has  doubtless  been  the  belief 
of  the  designers  in  the  inexhaustible  character  of  the  ground- 
water sources,  the  conviction  that  the  minimum  su])ply  was 
safely  in  excess  of  the  maximum  draft.  Such  is  the  case  in 
works  of  small  capacity  supplying  small  communities  which 
represent  the  majority  of  ground-water  installations  but  on 
ground-water  works  like  those  of  the  Ridgewood  system  and 
the  proposed  Suffolk  County  project,  where  the  draft  is  nearly 
ecjual  to  the  available  su])pl\'.  the  problem  of  am])le  storage 
cannot  be  neglected. 

StoRACK  RKnriRKMKXTS  FOR  S I  K FACE-W ATER  SurPI.lES 

Tlic  (leliverv  of  the  Eong  Island  catcliment  areas  is  so  much 
more  uniform  than  that  of  the  watersheds  of  surface  su])plics 
that  the  storage  re(|uirements  for  the  proposed  Suffolk  County 
works  should  l)e  much  less  than  have  been  found  necessary, 
for  example,  on  tlie  Croion  and  Su(ll)nry  watersheds  for  a 
gi\en  unit  \  ield.  'I'he  \'o]nnie  of  storage  provided  on  the  Cro- 
ton  and  Su(l])nry  watersheds  is  given  ])elo\\  : 


126  APFEXDIX  1 


VOU  MK  OK  EsTIMATICn 

Sr()KA(;i-;  Sai-k  Viki.d 

Rkskkvoiks  Willi  This 

Million  Siokack  in 

(iALLONs  Million 

PKR   Sot  AKK  OaLLONS 

Milk  Per  Day  in 
Squark  Milk 


Croton  (oriRinally)  

Croton  on  completion  of 

("rot on  Falls  dam  

Sudbury  


150  700.000 

290  !)()(). ()()() 

181  700. <)()() 


Storage  Requirements 
Estimated  by  J.  R. 
Frkkman  in  ■■  H Ki'OK r 
ON  Xkw  Vouk  Watkk 
Sri'i'LY"  TO  Provide 

Daily  Vikld  ok 
soo.OOO  (Gallons  Per 
Syi'ARE  Mile  With 
no  Water  Surface 


160 


200 


GROUXD-  WA  TER  A  VAIL  ABLE 


127 


On  the  basis  of  the  storage  requirements  on  the  Croton 
and  Sudbury  watersheds,  it  would  be  necessary  for  a  uniform 
draft  of  800,000  gallons  per  day  per  square  mile  from  the 
proposed  Suffolk  County  works,  to  provide  a  storage  volume 
from  160  to  200  million  gallons  per  scjuare  mile.  The  normal 
rainfall  on  the  Suffolk  County  watershed  is  about  the  same  as 
that  on  the  Sudbury,  and  the  amount  of  storage  based  upon  the 
requirements  found  necessary  on  this  drainage  area  is  perhaps 
a  better  basis  for  estimating  the  Suffolk  County  needs  than 
those  of  the  Croton,  because  the  average  rainfall  on  this  water- 
shed in  the  Xew  York  uplands  is  several  inches  greater  than 
in  eastern  Long  Island.  The  amount  on  even  the  Croton  basis 
of  160  million  gallons  per  square  mile  is,  however,  considered 
an  excessive  requirement  in  Suffolk  county  because  the  Long 
Island  streams  are  fed  largely  by  the  ground-water  inflow 
from  the  shallow  water-table  tributary  to  them,  and  the  rate 
of  run-off  here  is  consequently  so  much  more  uniform  than 
the  run-off  of  the  Sudbury  or  Croton  watersheds. 

I'XfFORMITV  OF  Rf.V-OFF  IX  SoL'THERX  SUFFOLK  CoUXTV 

l>y  constructing  a  ma>s  curve  of  the  flow  of  11  of  the  Suf- 
folk County  streams  in  1007.  which  are  shown  on  Sheets  8, 
9  and  10,  Aces.  L  609.  L  610  and  L  611.  it  is  estimated  that  a 
storage  of  4,500  million  gallons  would  have  equalized  the 
delivery  of  these  streams,  which  had  an  average  flow  of  about 
100  million  gallons  per  day.  Assuming  the  other  streams  would 
have  required  a  proportional  amount  of  storage,  all  the  Suffolk 
County  streams  summarized  in  Table  5.  ])age  113.  would  have 
required,  say,  7,000  million  gallons  of  storage.  This  represents 
a  storage  of  21  million  gallons  per  square  mile  on  the  whole 
watershed  of  332  sc|uare  miles  to  maintain  a  uniform  flow  of 
150  million  gallons  per  day,  equivalent  to  over  450.000  gallons 
per  day  per  square  mile. 

The  minimum  flows  of  the  Suffolk  County  streams  in  1894 
(see  Table  5,  page  113)  were,  on  the  whole,  less  than  in  1907, 
although  the  estimated  total  was  greater  because  of  a  large 
flow  of  the  Patchogue  river  recorded  in  that  year.  It  is  pos- 
sible that  much  smaller  minimum  flows  may  have  occurred,  if 
tradition  may  be  accepted,  so  that  during  a  long  period  of  dry 
years,  a  storage  niuch  in  excess  of  21  million  gallons  per  square 
mile  would  be  needed  to  maintain,  say,  a  continuous  supply 
of  400,000  gallons  per  day  from  the  surface  streams. 


128 


APPEXDIX  1 


The  deep  ground-water  underflow  which  makes  up  fully 
half  of  the  run-off  of  the  southern  Long  Island  watersheds  is 
much  more  uniform  than  the  flow  of  the  surface  streams, 
and  prohahly  varied  Init  a  few  i)er  cent,  during  the  year 
1907.  It  was  shown  in  the  report  of  the  Burr-Hering 
Freeman  Commission  (pages  816-829)  that  the  water- 
table  in  the  center  of  the  island  had  not  fluctuated  more  than 
12  feet  during  the  last  60  or  70  years.  Considering  that  the 
hight  of  the  ground-water  in  the  center  of  the  island  above 
sea-level  represents  the  head  upon  which  depends  the  rate  of 
flow  of  the  ground-waters,  the  volume  of  the  deep  underflow 
at  the  south  shore  has  not  varied  over  20  per  cent,  in  this  time. 

Probable  wStorack  Reoi^tremexts  ix  Suffolk  Couxtv 

It  is  shown  on  page  290  of  this  report  that  the  total  amount 
of  storage  on  the  Ridgewood  watershed  does  not  exceed  30 
million  gallons  per  square  mile,  \\hich  has  ])roven  inade(|uate 
during  dry  years. 

For  the  proi)Osed  Suffolk  County  works,  a  .-toragc  of  50 
nu'llion  gallons  per  «^c|uare  mile  is  proba1)ly  ample  to  maintain 
a  yield  of  800,000  gallons  per  day  per  square  mile.  k\illy  half 
of  this  should  be  developed  ak^ng  the  main  line  of  the  pro])osed 
works  at  the  south  shore  and  in  the  Peconic  valley.  The  re- 
mainder can  easily  be  obtained  on  the  branch  storage  lines  ])ro- 
posed  for  the  complete  development.  Indeed  these  lines  ma\- 
be  made  to  provide  a  still  greater  amoimt  of  storage,  e\  en  to 
75  or  perhaps  100  million  gallons  per  s(|uare  mile,  if  the  opera- 
tion of  the  works  shows  this  amount  necessarw 

COXCLCSK  )\S  (  ).\  rXlT  WVAA) 

Vrom  the  al)o\e  coiLsiderations  of  the  present  yield  frt)n^ 
the  watersheds  of  the  Ridgewood  system  in  Nassau  and 
()ueens  counties,  the  deliveries  of  other  similar  catchment 
areas  and  the  storage  \-olunie  that  may  l)e  made  a\;iilal)le  dur- 
ing periods  of  low  rainfall,  tlie  ^afe  a\erage  yield  per  s(|uare 
mile  of  .Suffolk  County  \\atcTslu<l  ha>  been  taken  as  8()().(XH) 
gallons  per  day. 

This  estimate  i>  believed  to  contain  a  factor  of  safety  to 
])rovide  for  more  se\ere  conditions  of  drought  than  ha\c  been 
recorded  in  the  i)a>t  40  \ears.  Muring  \cars  of  ani])le  rain- 
fall it  is  bc'lii'\('<l  iiK.ri-  tlian  this  ma\  be  safely  collected. 


GROUXD-WATER  AVAILABLE 


129 


YIELD  OF  SUFFOLK  COUNTY  AA'ATERSHEDS 
Gross  Yield 

On  the  basis  of  this  unit  yield  of  800,000  gallons  per  day 
per  square  mile,  the  entire  Suffolk  County  catchment  area  of 
332  square  miles  would  safely  yield  an  average  supply  of  266 
million  gallons  per  day.  The  several  areas  of  ground-water 
catchment  that  would  be  drawn  upon  by  the  four  successive 
extensions  of  the  collecting  works  from  the  Xassau  County 
line  are  tabulated  below,  together  with  the  probable  gross  yield 
of  each  area. 


Stages 
OF  Con- 
struc- 
tion IN  ^ 
Suffolk 
County 


Section  of 
Suffolk  County 
Collecting  Works 


From 


To 


Area  of  Probable  Total 

Length     Ground-  Average  Volume 

OF  Water  Yield  of  Available 

Section      Catch-  Section  at  this 

in         ment  in  Million  Stage  of 

Miles       Square  Gallons  Construc- 

MiLES  per  Day  tion 


SOUTHERN  SUFFOLK  COUNTY  SOURCES 

1  Nassau  county. -Great  River  .  .        14.7             100  80  80 

2  Great  River  South  Haven..        14. S             106  85  165 

.3        South  Haven..  .  .Quogue                   18.9               88  71  236 

Total  in  southern  Suffolk 

county                                       48.4             294  236 

PECONIC  VALLEY  SOURCES 

4        Westhampton.  .  .Riverhead.  .  .  .         5.8       Aqueduct  ...  ... 

Riverhead  Calverton ....         4.3               38  30  266 

Total  of  all  sources                        58.5             332  266 


The  fifth  and  last  stage  of  construction  would  be  the  build- 
ing of  the  three  branch  lines.  Xo  more  water  would  be  made 
available  by  these  lines,  except  as  would  be  secured  from  with- 
out the  watershed  by  tlie  inflection  of  the  water  surface 
through  deej)  pumi)ing.  Init  these  branch  lines  would  make 
large  volumes  of  stored  ground-water  available  in  periods  of 
low  rainfall,  when  the  draft  on  the  main  south  shore  works 
would  be  decreased  through  the  general  lowering  of  the  whole 
water-table. 

A^rouxT  OF  \\'.\ti:r  to  r>E  .Xi'I'Roi'rt.kthd  vo\i  Xew  York  City 

It  is  shown  in  a  subsecjuent  a])])endix  that  the  amount  of 
water  that  is  at  present  refjuired  for  domestic  and  industrial 
uses  in  Suffolk  county  outside  of  that  utilized  for  water-power 
does  not  exceed  6  million  gallons  per  day.  Probably  not  over 
10  million  gallons  per  day  need  be  lost  at  any  time  in  main- 
taining the  levels  in  the  ponds  near  the  acjueduct  line.  This 


130 


APPENDIX  1 


would  leave  as  the  net  supply  that  could  be  appropriated  lor 
Xew  York  City,  without  material  injury  to  Suffolk  County 
interests,  250  million  gallons  per  da}'. 

With  the  probability  of  a  higher  unit  yield  than  assumed 
for  these  estimates,  the  needs  of  a  population  of  150,000,  fifty 
years  hence,  could  still  be  supplied  without  diminishing  the 
supply  of  250  million  gallons  per  day  for  New  York  City. 

This  estimate  of  a  net  supply  of  250  million  gallons  per 
day  from  the  Suffolk  County  sources,  is  larger  than  hitherto 
made.  Xo  previous  project,  however,  has  contemplated  an  ex- 
tension of  the  works  to  Ouogue  and  to  the  Peconic  river,  as 
estimated  upon  in  this  plan,  nor  have  the  branch  lines  into  the 
center  of  the  island  been  considered  in  other  projects. 

Mr.  1.  M.  de  A^arona,  as  Chief  Engineer  of  the  Brooklyn 
Water  Works,  proposed  in  1896  to  develop  a  supply  of  100  mil- 
lion gallons  per  da}'  in  Suft"olk  county.  Mr.  de  A'arona  planned, 
however,  to  go  only  as  far  as  the  Carman's  (Connecticut) 
river,  and  supplement  the  flow  from  the  larger  streams  be- 
tween this  river  and  Nassau  county,  by  four  intermediate 
driven-well  stations  along  the  proposed  conduit  line  near  the 
Montauk  division  of  the  Long  Island  railroad,  ^iost  of  this 
supply  was  to  be  surface-water ;  only  20  per  cent,  was  to  be 
pumped  at  the  driven-well  stations,  to  maintain  the  supi)ly  in 
dry  periods. 

The  Commission  on  Additional  Water  Supply  eslimated  in 
1903,  on  the  basis  of  a  yield  of  800.000  gallons  per  day,  that 
175  million  gallons  could  l)e  seciu-ed  from  a  ground-water 
catchment.  The  data  available  at  tlie  time  on  tlie  area  of 
catchment  was  less  complete  than  now,  and  tlic  watershed 
east  of  Moriches  and  in  the  Peconic  valley  was  not  considered. 


/907 — ^ 


It         <  O  Q  ^  ^  ^'  T  O  Q  V  <  ^     <S  q  V  T  ^'  T  O  Q     T  ^  <  53  ft  X  o  Q     .<  ^  X  C  Q  i<  x     T  d  CS  v  y Taqn^>iT««J<<xS<o<S 


'^V^^^^^^S^^m^Wi^^  °  To 


 SnhbT  7  

The  per/oc/  of  opero/ion  of  /he  ff/age^voccf  Sysfe/n  co\/ereey  by  f/)/s 
c//ogiro/T},  from  /S97  fo  /907  inc/us/ve  yvos  one  of  fy/^/}  ro/nfa// 
//>  on/y  one  year  /905  tvos  /he  prec/p//o/ton  /jic/cf>  Ae/otv  f^e  norma/. 

Co/np/e/e  recorc/s  of  *vas/e  oyer  5p///^t?ys  or  sc/yop/y  ponces  tvere  /to/  Ae/>/ 
c/ur/nff  f/7c  cfry  years  preceec/fn^  /39^,  oncf  no  es/f/y^o/e  or  //?<?  /o/o/  y/e/^ 
con  be  motye. 

Tfie  /jeigh/  of  grourjc/  tvo/er  s/rokvo  t)y  /he  //'r?e  o/  f/7e  /op  of  /f>/s 
ef/o^rom  shoivs  f/>e  r>ormo/  /eye/  of  //}e  ivoferfoi>/e  und/sforie^f 
£>y  pumping  near  //>e  soc///>  sftmre  of  /or?p  /s/or7cf^  0/0/7^  f/>e  //he 
of  f/>e  ff/c/getvooc/  Cof/acf/n^  iVorfrs.  Vf?/s  /eye/  />  o  meosc/re 
of  omounf  of  grourrc/  yt^ofer  ayaZ/oi/e  of  yyor/fs 

The  Oi/era,fe  monm/u  yie/c/s  o,'  '^c-  s.^r/'tice  supp//es  ana'  or  r/re  ^roc/ncf  i^a/e/ 
yyor-A.s   ore  s^o^vn  separore^y  /n  /Ae  ct^fi^^s  a/  //>e  Af^/am  a/ r^/f  ^/tj^^rc/m 
for  eo/fj  //,£  o/£^  a.ic/  //je  /Jen  rya/erj^e-ir .    //*  j/iou/iT  />e  /x/e£/  ///a/ 
u/7///  /90S    //te  ^/-ocy/>a'  no/er  yy^r^Al  iTre  /teiv  iya/e/-s/rec/  n-ere  a/7/y 

opero'e^  fo  iupp/e/ne/j/  //re  sur/oce  fcipp/Zes  ifur/hg  Wre  /T/o/?//rs  or  /on 
ro//?ra//.  The  /a/-^e  consu/np//on  //?  ihe  /oj/  ///ree  yeorj  /ws  /natTe  // 
/jeceisory  to  ri^/j  ///e  ^roi/n<r  na/er  nor/rs   /77ore  co////'ni/ous/y 

A  genera/  cfecreose  /'n  //je  y/e/ef  of  ffre  sijrface  sc/pp/Zas  corraspe/ja^ 
fo  //}e  /rtcreose  //7  ^rounc/  yvo/er  pumpoge  /s  /K//oea/>/e  o/)  ^>o^ 
f/}e  9/c/  orrcf  f/>e  r>atv  yyofersfteef  cfur/>?y  //7e  /asf  f/iree  yeors. 

The  fo/c//  y/e/c/  of  eoc/?  of  ///e  yya/c/- s/zec/s  anc^  //re  sa/n  or  r/K  o/cf  ana' 

/,eiy  ore  s/7onn  /n  ifre  curves   "  7b/a/  y/e/c/  of  //re  /f/c^etyoo/T  Sys^/n' 

T/te  fjo/chea/  area  f>e/oiy       fo/of  y/e/ef      ff?e  sys^/n  rapraser?fs 
orr/our>/  of  si/rftrca  yi-ofer  /fiof  yyos  tvas/ecf  oyer  f/re  sp///yvays 
of  /f?e  supp/y  por>c/s  /n  £>of/^  yyofersfrec/s,  77>/s  e/aei  /jef  /hc/uife 
/ar^e  i^o/ames       ^ro^yr?cf  yyofar  c/nc/erf/oyy  /fjof  escape  fo 
//re  sea .    Tfre  ///fe  be/?eorA  //r/s  fro/c/r/rj^  p/'yes  ff?e  ocfc/a/ 
ConjL//77pf/or?  of  //re  ff/c/^e*yooc/  SL/pp/y  //?  droo^r/yn  3aroc/fff7. 

/n  years  of  norma/  ra/r}/a//  //re  armoun/  of  yiras/e  /s 
no/  more  //yan  3  or  4 per  cen/  of  //>e  so/p/j/y  t:rr}cf 
cf/</  rjo/  exceec/  //7/s  f/ffure  /'n  /SO 7  i/y///)  rar/hfer// 
of  ■^S.S3  //7c/tes.     H//f/>  /7?ore  cor>a/ir/f  copoc/fy,  eyep  /A/s  sma// 
yvos/a  m/ff/?/  froi^e  />ean  raeftycea/   yfre  fo/h/  cone/i///  oopoc/fy 
ej(c/osiy«  of  7^  /r?cf}  p/pe  /s  /^S  A/f//  <5o/s./xr-  a'ay. 

T/7e  Ci/rye  ^/'y/'nff  'esf/znafac/  foArf  y/'e/c/  /f>af  /J7/gf>f  f?aye  ^een 
o6fB//ret/  iy  a  co/np/e/e  cfeye/op/nanfosso/nes  Me  co/?jfrc/cf/or>  of 
oe/c//f/o/?o/  sfo//b/?s  fo  oifa/'o  ey?f/ra  ffrounef  yyofer  y/e/cf  oafs/ia/e 
of  y///offes  of  /?oc/r>r///e  Cenfer  ancf  freeporf .   Tfie  effecf  of 
yroc/r>^  yyo/tr  sfo/-offe  corr/ecf  oyer  froTj  yye/ j/ean  a  frere  jAety/) 

From  //i/s  c//arffrer/n  crnaf  o//>er  ss//ma//es  // /s  Ae//'eirffc/ 
//ta/  e/ur/nff  cr  per/oaf  of  f7or/77C7/  ra/rj/o'//  yec/rs 
//7e  /o/a/  safe  suop/y  //laf  may  J>e  o/>/o//7ee/  from 
f/}e  /?/c/ffei/\roocf  sys/em  yvoc//c/  r7o/ercee<:f  /SS 
Aff/A  Ga/s.  /ser  c/ay. 

T/te  curyes  of  yte/cf  par  square  m/7e  of  yyo/erj/tad  y/ere  compu/ec/ 
from  /he  /efo/  oc/uo/yia/c/  of  surface  one/  grouncf  yvafar  iy  c//'yi'c//hg 
by  /fie  fofo/  area  of  ffrounef  yyofar  co/ehman/  iitc/uc/in^  por//ons 
of  tyofara/iac/  yy/iare  grourref  rvo/ar  is  no/  deye/opea/ 

These  curires  s/iovy  /ha/  //te  navy  kva/ershec/  /s  noyy 
y/e/e^/ng  abou/   TOO  OOO  gra//ons  per  cfoy  per 
st^uore   m//& ,  erne/  /he  o/c/  yvcr/ershecf  near/y 
9OO0OO  gto//ons  per  c/ay  per  square  m//e.  /f  /he 
grounc/  yyo/ers  in  /he  /J/c/gewooc/  wa/ershec/ shou/</ 
be  comp/efe/y  c/eye/opec/  fhe  y/e/cf  pe.r  sfuare  m//» 
of  fhe  whoJe  wafershec/ in  /iorma/  ro/nfo// years 
wotj/ef  be  necFr/y  /,  000,000  go//ons  per-  a/oy  . 

City  of  New  York 
BOARD  OF  WATER  SUPPLY 

LONG  ISLAND  SOURCES 

BROOKLYN  WATER  SUPPLY 
YIELD  OF  THE  RIDGEWOOD  SYSTEM 
From  18  97  to  1907 
From  Records  of  the  Deportmenl  of  Water  Supply 

FCSRUAnV  25  190B 

 ^^"■'-J  I4S 

M.  B.  BROWN  PRINTING  &  BINDING  CO.,  N.  Y. 


SHEET  8 


SHEET  9 


SHEET  10 


134 


APPEXDIX  2 

LOCATION  OF  PROPOSED  WORKS  IN  SOUTHERN 
SUFFOLK  COUNTY,  TO  AVOID  LAIPAIR^IENT 
OF  THE  QUALITY  OF  SUPPLY  AND 
ANNOYANCE  AND  DAMAGE  TO 
LOCAL  RESIDENTS 

BY  WALTER  E.  SPEAR,  DIVISION  ENGINEER 

On  first  thought,  the  most  natural  location  for  the  collect- 
ing works  in  southern  Suffolk  county  might  appear  to  be  on  a 
line  near  the  south  shore,  or  the  edge  of  the  salt  marshes, 
where  the  drainage  area  tributary  to  the  works  is  a  maximum, 
and  wdiere,  necessarily,  the  flow  in  the  surface  streams  and  the 
volume  of  the  ground-water  underflow  from  the  rainfall  on 
the  upland  watershed  is  greatest.  h\u'thcr  consideration 
show\s,  however,  that  in  order  to  jM'operly  safeguard  the  ({uality 
of  the  proposed  water-su])ply  and  to  avoid  unnecessary  annoy- 
ance and  material  damage  to  local  residents,  a  small  percentage 
of  the  total  yield  should  be  sacrificed,  and  the  collecting  works 
located  at  some  distance  back  from  the  south  shore  bays  and 
the  larger  villages. 

QUALITY  OF  SUina)LK  COUNTY  \\  ATb:RS 

In  Table  8  on  the  following  page  are  given  the  partial 
analvses  of  manv  ground-waters  of  the  Suffolk  C  ounly  water- 
sheds. lM)ur  classification^  of  these  waters  have  been  made 
according  to  the  amount  of  dissolved  mineral  matter  that  tliey 
contain. 

It  will  be  interesting  to  state  ])riell\-  the  meaning  and  the 
relatix'e  im])ortance  of  these  analyses. 

PllNSlCAl,   I'^X  AM  l.\  AIION 

Tem])eratnres  are  ol)served  when  the  waters  are  collected. 
If  observations  on  ground-waters  show  temi)eratures  lar 
above  or  below  the  average  annual  air  temi)erature.  it  is  gen- 
erally evidence  of  the  infiltration  of  surface-water  or  the  ex- 
])Osure  of  the  watei-  in  sliallow  wells. 


=•  :5d  :33d  dSSdddddddSdSSSddSdrfdS  ddd 

lii  ilii  iliip2S|||||p5ip|p  III 

d  id  :  dddd  d  :  :d^^  idddddd^d-'  :d."^ddd2  | 

,  liii  I  iiii  I  ;  ;i : ;  :i  M  M  i  M : ;  M  M ; ;  5  §§§ 

I  i  1  i 

i  ^  ^  i  ■ 

^  ?  i  i 

-^-r;-r^?  c  ^:  :c  t-  ;<  ;c  o  c  o  o  x 'C  x    c;       x o x  c  c i;^  ^f]"' 

■>':    ■■  .-I    .    .  >0 -I  :0 -t -t  ^0 -H  C^l ■ -t  O  O    ■      -I 'M -M  !N    •  0JC^)C0 


I 
I 


136 


APFIIXDIX  2 


The  deterniination  of  turbidity  is  not  important  for  ground- 
waters, because  such  waters  are  always  clear  except  as  there 
may  be  some  iron  in  suspension.  Turbidities  less  than  three 
or  four  on  the  empirical  scale,  by  which  they  are  measured, 
are  hardly  noticeable. 

The  color  of  a  water  is  also  determined  bv  comparisoii 
with  empirical  standards.  A  colorless  water,  as  distilled  wa- 
ter, has  a  color  of  0  and  a  color  less  than  20  or  30  is  hardly 
perceptible.  Color  results  from  organic  matter  or  "  leaf  tea  " 
in  solution.  Ground-waters  are  generally  colorless,  except 
those  drawn  near  swamps  or  sources  of  organic  pollution. 
''Apparent  color  "  in  unfiltered  ground-waters  may  result  from 
finely  divided  particles  of  iron  oxide. 

Chemical  Examixation 

The  amount  of  nitrogenous  organic  matter  in  a  water  is 
ordinarily  determined  in  parts  per  million  as  albumenoid  am- 
monia. Free  ammonia  re]:)resents  the  first  products  of  decom- 
position, and  nitrite  and  nitrate  are  the  successive  steps  in  the 
change  to  the  final  mineralized  condition.  Excepting  su])- 
plies  near  sources  of  subsurface  pollution,  ground-waters  con- 
tain but  little  organic  matter  because  it  has  been  entirely  oxid- 
ized to  nitrate  in  the  natural  filtration  that  takes  place  in  pass- 
ing through,  the  surface  soils. 

The  total  solids  represent  all  the  organic  and  mineral  con- 
tents of  the  water  left  after  evaporation. 

Chlorine,  which  occurs  as  common  salt,  or  otlicr  chlorides, 
is  found  everywhere.  If  the  amcnuit  of  chlorine  is  in  excess 
of  the  normal  in  any  locality  it  is  an  index  of  pollution  or 
evidence  of  intillralion  of  sea-waler.  The  normal  chlorine  on 
Long  Island  generally  varies  from  three  j^arts  per  million  in 
the  center  of  the  island,  to  about  six  parts  near  the  shores. 
Outlying  bars  and  the  easterly  flukes  of  the  island,  which 
are  more  exposed  to  the  sea  breezes,  have  much  higher 
normals. 

Hardness  is  a  measm-e  of  the  destroying  effect  of  the  wa- 
ter on  soaj).  When  the  hardness  is  less  than  10  it  is  not  no- 
ticeable, and  waters  having  a  hardness  less  than  25  are  not  ob- 
jectionable. The  alkalinity  repre-enls  that  portion  of  the  hard- 
ness that  is  made  tip  of  carbonates  and  bicarbonates.  The  re- 
mainder of  the  hardness  consists  of  sulphates  nitrates,  etc.  11ie 


LOCATION  OF  PROPOSED  WORKS 


137 


normal  ground-waters  from  the  siliceous  sands  of  Long  Island 
are  soft.  A  hardness  in  these  waters  much  greater  than  10  is 
evidence  of  sewage,  animal  wastes  or  the  presence  of  sea-water. 
The  occurrence  of  iron  is  considered  later  at  some  length. 

Bacterial  axd  ^Itcroscopic  Examinations 

Xo  bacterial  and  microscopic  examinations  of  these  Suffolk 
County  waters  have  been  made.  The  work  of  the  Burr- 
Hering-Freeman  Commission  showed  that  deep  ground-water 
in  its  natural  state  is  sterile.  It  is  unusual,  however,  to  find 
a  ground-water  supply  without  a  few  organisms  and  great 
numbers  occur  in  wells  when  conditions  are  favorable  for 
their  growth.  While  these  organisms  are  harmless,  from  a 
sanitary  point  of  view,  they  sometimes  give  rise  to  offensive 
tastes  and  odors,  and  fill  up  the  wells  and  the  pipes  of  the  dis- 
tribution system. 

Normal  Grouxd-\\\\ters 

The  first  four  samples  in  Tal)le  8  come  from  the  undevel- 
oped scrub  oak  lands,  and  are  representative"  of  the  normal  Suf- 
folk County  ground-waters  unaffected  by  pollution  from  the 
resident  population.  These  waters  are  uniformly  cool,  generally 
clear,  colorless  and  contain  but  little  organic  matter  or  mineral 
salts.  The  amounts  of  chlorine,  which  in  other  localities  might 
be  intcr])retcd  as  evidence  of  pollution,  arc  normal  for  water- 
sheds so  near  the  sea,  and  represent  the  salts  carried  inland  by 
moisture-laden  ocean  winds.  The  slight  hardness  of  these 
waters,  which  lia>  a  like  origin,  is  caused,  for  the  most  part, 
by  sulphates.  Carbonates,  of  which  the  sea-salts  contain  a 
relatively  small  proportion,  are  naturally  low,  as  there  is  no 
limestone  rock  or  other  calcareous  matter  on  Long  Island. 
The  amount  of  iron  in  these  waters  from  the  yellow,  water 
bearing  sands  and  gravels  is  not  sufficient  to  give  any  trouble. 
Altogether,  these  natural  ground-waters  of  Suffolk  county  are 
most  attractive  for  a  public  supi)ly,  absolutely  safe  for  domes- 
tic use  and  satisfactory  for  all  commercial  purposes. 

The  comparatively  high  tur1)i(lity  and  color  of  the  water 
at  the  Lindenhurst  well  was  due  to  scale  from  the  well  casing. 

Si  pPLiL.s  OF  Local  Water-Works 

The  larger  public  water-supplies  which  are  situated  in  the 
outskirts  of  the  south  shore  villages,  are  of  satisfactory  qual- 


138 


APPEXDIX  2 


ity.  but  they  show  in  the  -larger  amounts  of  nitrates,  chlorine 
and  in  greater  hardness  and  alkalinity,  the  effect  of  subsur- 
face drainage  from  the  local  population.  These  villages  have 
no  general  drainage  system ;  where  the  most  primitive  methods 
of  sewage  disposal  are  not  still  in  use,  the  house  drains  are 
connected  with  cesspools  and  the  ground-water  in  their  vicinity 
is  consequent!}-  much  polluted. 

\\'ati-:ks  from  S.mali,  Domestic  Wells 

.Many  of  the  waters  from  dug-  and  driven  wells  at  farm 
houses,  country  residences  and  railroad  stations  are  as  pure 
as  the  normal  ground-waters  first  shown  in  this  table.  Others 
taken  from  wells  near  points  of  disposal  of  sewage  and  house- 
hold wastes  contain  much  dissolved  mineral  matter  and  are 
noticeably  high  in  hardness  and  alkalinity.  A  bacterial  exami- 
nation would  doubtless  show  these  waters  to  be  free  from 
organic  life,  as  a  result  of  their  filtration  through  the  sub- 
strata of  sand  and  gravel.  AMiilc  they  may  be  perfectly  safe 
to  drink,  such  waters  cannot  be  considered  satisfactory  for 
domestic  or  industrial  uses. 

W  aters  from  Off-Siiore  Islands  and  Beaches 

The  last  three  samples  in  Table  S  are  of  interest  in  show- 
ing the  character  of  the  waters  obtained  on  the  small  islands 
and  sand  beaches  that  separate  the  Great  South  bay  frc^m  the 
Atlantic  ocean. 

llie  sam])le  from  Aluncie  island  was  taken  from  a  flowing 
well  240  feet  dee]),  and  exhibits  only  a  slight  seepage  of  sea- 
water  to  the  stratum  in  which  this  water  flowed  fn^m  the  main 
Long  Island  shore,  3.3  miles  away.  'I1ie  water  from  ( )ak 
island  was  drawn  from  a  shallow  well,  and  that  from  Fire 
Island  1)each  from  an  open  in  the  beach  sand,  lioth  waters 
represent  rain-water  that  has  I'allen  ni)()n  the>e  island^,  and  it 
is  not  suri)rising,  therefore,  that  they  are  liigh  in  mineral 
salts,  because  of  their  pro.\imit\-  to  the  sea.  .\ote.  however, 
the  greater  amouiU  of  chlorides  in  ])ro])( >rtion  to  the  total 
solids  than  in  llu'  \\ater->  of  domestic  wells  polluted  b)'  human 
wastes. 

Si  Ki"  \(  i:-\\'a'i  i'-ks 
The  anaK>es  of  the  sur face-water^  in  SulVolk  count \-  are 
presented  in  'i'able        These  waters  represent  ground-waters 


140 


APPEXDIX  2 


that  have  drained  into  the  surface  streams,  and  they  show 
somewhat  greater  turbidity  and  color  and  slightly  more  or- 
ganic matter  than  the  normal  ground-water,  because  of  some 
surface  washings  and  their  passage  through  swamps. 

The  surface  streams  north  of  the  south  shore  villages  in 
Suffolk  county  now  drain  but  sparsely  populated  watersheds, 
and  would  doubtless  be  reasonably  safe  for  domestic  use  for 
some  years  without  filtration.  Eventually  they  would  become 
polluted  by  the  increasing  population  on  their  watersheds,  as 
have  many  of  the  surface-waters  in  Nassau  and  Queens  coun- 
ties, which  have  been  abandoned  or  in  some  instances  have 
been  filtered  before  delivery  to  Brooklyn. 

Aside  from  the  inexpediencv  of  appropriating  some  of 
these  surface-waters  in  Suffolk  county,  there  is  certainly  no 
merit  in  collecting  them  and  filtering  out  the  organic  matter 
and  surface  washings,  when  it  is  possible  to  intercept  nnich 
of  the  same  water  in  the  ground  before  it  reaches  the  streams. 

WATERS  OF  THE  RTDGEWOOD  SUPPLY 

It  is  interesting  to  compare  the  Suffolk  County  waters  with 
those  of  the  Ridgewood  supply  of  Brooklyn  borough,  which 
is  obtained  in  southern  Nassau  and  Queens  counties.  The  fol- 
lowing analysis  of  the  supply  taken  at  the  Ridgewood  reser- 
voirs represents  averages  of  two  weeks  in  October,  1907,  coinci- 
dent with  the  collection  of  many  of  the  Suft'olk  County  waters: 


Temperature    62^  F, 

Turbidity   3.5 

Color   15.0 

Albumenoid  ammonia    .030 

Free  ammonia   .018 

Nitrites  003 

Nitrates    1 .38 

Total  solids  

Fixed  solids   81.0 

Chlorine    9.0 

Hardness   31.0 

Alkalinity   15.0 

Iron  ..  .  .'   0.58 

Bacteria  per  cnl)ir  ci-ntinu'tcr  (  48  lionrs  at  20  '  C.)  .  207 

Total  microscopic  organisms   62 


LOCATIOX  OP  PROPOSED  WORKS 


141 


COMPARISOX  WITH  SUFFOLK  COUXTY  WaTERS 

It  is  evident  that  the  normal  ground-waters  and  even  the 
waters  of  the  pubhc  suppHes  in  Suffolk  county  are  better  than 
the  water  now  furnished  the  City  by  the  Ridgewood  system. 
It  is  important  to  explain,  however,  that  the  general  quality  of 
the  Ridgewood  supply  is  impaired  by  the  water  from  some  of 
the  surface  streams  and  by  the  high  mineral  contents  of  the 
waters  delivered  by  a  few  stations  on  the  "  old  watershed,"  in 
the  westerly  portion  of  the  system,  as  shown  by  the  analysis 
of  the  water  from  each  station  in  Table  10.  It  is  the  purpose 
of  this  discussion  to  show  that  the  high  mineral  contents  of 
the  waters  of  these  stations  result  from  their  proximity  to  the 
salt  water  of  Jamaica  bay,  and  from  the  existence  of  a  large 
population  on  a  portion  of  the  trilnitary  watershed.  It  is  in- 
tended to  suggest,  also,  that  the  solution  of  the  large  amount 
of  iron  in  some  of  the  supplies  may  be  occasioned  by  the  agency 
of  organic  matter  near  the  stations. 

Doubtless  only  the  great  need  of  water  in  Brooklyn  borough 
prevents  the  abandonment  or  reduction  in  j)um])age  of  the 
stations  now  }-ielding  an  unsatisfactory  sui)ply.  As  soon  as 
new  sources  are  developed  a  great  imj^rovement  can  be  effected. 

The  surface  character  of  the  Suffolk  County  watersheds 
and  the  im(lerl\ing  water  bearing  strata  are  much  the  same 
as  in  western  Long  Island,  and  a  thorough  understanding  of 
the  causes  of  the  deterioration  of  portions  of  the  Ridgewood 
su])ply  is  necessary,  in  order  that  in  constructing  the  ])roposed 
works  in  Suffolk  county  the  original  purity  of  the  sup]:)ly  may 
be  maintained. 

CoMP.\RISf)X    WfTH    OtIIKR  StPPUKS 

The  waters  of  the  Ridgewood  s}stem  compare  favorably 
with  the  other  large  supplies  in  this  country  and  abroad,  both 
in  tlie  amount  of  organic  matter  and  in  tlie  dissolved  mineral 
content.  This  is  shown  in  Table  11,  page  143.  The  (juality 
of  a  water-supply  is.  after  all,  ])urely  relative;  a  water  that 
occasions  no  complaint  in  one  city  would  not  be  tolerated  in 
anf)ther.  Still,  the  public  is  being  educated  all  the  time  to 
higher  standards  in  water-supply,  as  well  as  in  business  ethics, 
and  works  cannot  be  laid  out  to-day  to  provide  a  supply  that 
is  not  in  every  way  attractive  and  al)-r)lutely  safe  for  domestic 
use. 


142 


TABI,E  10 

Analyses  of  Waters  of  the  Ridgewood  Supply 
Parts  per  Million 


Source  of  Sample 

XlT- 

Total 

Chlor- 

Hard- 

R.\TES 

Solids 

ine 

ness 

Iron 

SURFACE-WATERS 

Baislevs'  filters  

0.50 

111 

7.1 

39 

0.10 

Springfield  filters  

1.60 

137 

10.4 

53 

0.40 

1.00 

137 

10.1 

43 

0.85 

Smith's  pond  

0.35 

70 

6.2 

17 

0.00 

1.50 

80 

7.4 

23 

0.55 

1.05 

77 

7.1 

21 

0.30 

Shodack  brook  

0.65 

62 

5.2 

17 

0.20 

Hempstead  pond  

0.20 

67 

6.4 

10 

0.55 

Hempstead  storage  reservoir 

0.30 

00 

5.4 

18 

0.15 

2.10 

82 

10.3 

23 

0.20 

0.75 

82 

6.6 

20 

0,20 

0.40 

58 

5.4 

14 

0.35 

0.35 

55 

5.6 

8 

0.25 

0.35 

5.0 

14 

0.15 

0.25 

■70 

5.8 

10 

0.15 

Millburn  pumping-station  

0.40 

66 

5.4 

17 

0.25 

GROUND- 

WATERS 

1.45 

322 

13.0 

200 

0.70 

Spring  Creek  shallow  wells  .  .  .  . 

4.00 

402 

79.0 

105 

0.30 

9.10 

187 

11.3 

42 

0.15 

3.10 

139 

7.8 

72 

0.40 

8.40 

198 

23.8 

70 

0.05 

Baisley's  

3.30 

165 

26.0 

0() 

0.10 

0.05 

119 

5.1 

(>8 

0.55 

2.70 

201 

32.0 

()S 

7.50 

St.  Albans  

1.05 

117 

S.l 

38 

7.40 

0.05 

07 

4.2 

14 

2.40 

0.25 

107 

6.0 

34 

5.80 

1.20 

/  •) 

6.4 

29 

0.55 

1  .<)() 

90 

6.9 

30 

0.20 

0. 10 

5S 

4.0 

13 

l.<)5 

Watt's  Pond  shallow  

3.00 

90 

0.9 

1.40 

0.40 

5.0 

13 

0.35 

0.55 

54 

5.3 

IS 

0.15 

0.15 

45 

4.0 

11 

0.10 

0.50 

42 

3.1 

10 

0.40 

0.20 

48 

4.9 

17 

0.20 

Wantagh  infiltration  gallery  .  . 

0.65 

62 

5.5 

•)•) 

0.10 

Seaford  Station  infiltration  gallery  1.10 

49 

7.0 

20 

0.10 

Massapequa  infiltration  gallery 

0.55 

50 

0.1 

17 

0.10 

Carman's  infiltration  gallery  .  . 

0.50 

46 

5.9 

16 

0.10 

143 


q  X  q  q 
— '    ~i    i>  ~ 


5 
u 


O      lO      X  ^ 

(m'    L-i    d    x'  rc 


o  X 


-M  3 


^      —  ^4      M  CO 


1-    X     c:  ~ 


P  3 


CO 
Q 


to 


O  HJ  ( 


o     s:  ■ 


O  —  'J 


2  3  >  u  >  S  J 
O       u      -C     ^     -C  ^ 

pq    CLi    ci<    o    u  c/3 


50      S  • 

^  ^  ■ 


0)  OJ 

i>  w3  (J 


1° 


144 


APPEXDIX  2 


IXFLOW  OF  SEA-WATER 

One  of  the  most  serious  sources  of  the  impairment  of  the 
Ridgewood  waters  is  tlie  hrackish  water  that  reaches  some  of 
the  stations  nearest  the  south  shore  hays,  and  which  accounts 
for  most  of  the  chlorides  and  some  of  the  hardness  and  alka- 
linity in  the  supply.  The  amount  of  the  dissolved  sea-salts  in 
the  Ridi^'ewood  supply  has  never  heen  sufficiently  g-reat  to  he 
sensible  to  the  taste,  hut  the  water  has  sometimes  been  too 
hard  for  domestic  use  and  unfit  for  some  manufactiu-inq-  pvir- 
poses. 

The  following-  ])artial  analysis  from  ])age  519  of  the  ]')urr- 
Hering-Freeman  report,  shows  the  ])rincipal  mineral  ingredi- 
ents of  sea-water : 


Parts  per 
million 


Sodium  chloride   26,430 

^Magnesium  chloride   3,150 

Magnesium  sulphate   1.7S3 

Calcium  sulphate   1,330 

Silica    120 

Calcium  carbonate   ."^6 

Magnesium  carl)()natc   trace 

Oxide  of  iron   trace 


Total    32,S60 


l-'vidcntly,  about  00  ])er  cent,  by  weight  of  the  salts  dis- 
soh'ed  in  sea-waler  arc  chlorides;  over  nine  ])ci-  cent,  arc  sul- 
phates, and  less  than  0.2  per  cent,  is  car])nnate.  A  high 
chlorine  content  and  comparatix'cly  low  hardness  and  alka- 


linitx'  in  an\-  gr<  )nnd-\\  attM-  <nggc>t.  therefore,  the  presence  ol 
sea-water. 

Ci I  i.oKi  x I".  IX  l\  in<ii:\\  ()oi)  Srl'l•l.^■ 
The  amonnl  of  c-lilorine  in  ilie  l\ idgcwood  supply  dnring 
the  ])ast  eleven  \ears  is  shown  on  Sheet  11.  Acc.  IA)1.-^.  with 
the  average  monthly  yield  of  the  whole  watcrslied.  tlie  debvcrx- 
of  those  stations  most  affected  1)\  sea-water,  and  the  atnnial 
rainfall  at  1  lempstead  reser\oir. 


5 

<J  50 

^  48 

^  44 

^  42 

•5  40 

^ 


■T£NdrmQl 


I 


34 


150 


100 


1895 


-V- 

I 


1896 


1897 


1898 


Rainfall  on  t 


18991  1900 


he  R 


1901 


19021 190SI  1904 


dgevvood 


Cote  hmei  )t  A 


rainfall   reimpstead 

storage:  reservoir 


1905 


reo 


19061  1907 


=s-<>-'^  Consumption 


3>l 


YIELD  OF  RIDGEWOOD  SYSTEM 


A/or  ma/  C/?/or//7e 
c7/?ou/  S,5' par/s 
per  m////on 


J  I 


__SALINrTY  OF  SUPPLY  AT   RIDGEWOOD  RESERVOIR 


8951  18961  18971  1898 1  )899  1 1900  |  I90t  |  I902|>903|  I904|  I9Q5  |  t906 1 1907 


1 

4^ 


The  high  sa/ini/y  of  /he 
^  ^  R/'dge^yooc/  System 
comes  pr/ncipa//y 
from  /he  water 


pumpec/  by  /he 
5pr/ng  CreeA  f^hoZ/otv) 
dhefuc/fef  fc/eepj 
^  ^   Bo/se/ey  one/  Jo/neco 
^  ^  (5ho//oiyJ  S/o//ons 
//?e  y/eJc/  fro/n  iy/?/c/? 

^      is  shoivn  /has  

one/  shoc/ec/  rec/ 


SALINITY  OF 


•0  RIDGEWOOD  SUPPLY 
\  1895  -  1907 

4 

2 
0 


F£B.Z0.I908 


B.  RROWN  PRINTING  A  BINDING  CO.,  N  Y.   /^^^  |_  g|5 


LOCATION  OP  PROPOSED  WORKS 


145 


The  original  Brooklyn  supply  from  surface  streaiiis  con- 
tained from  five  to  six  parts  of  chlorine  per  million,  which  is 
the  nornial  chlorine  in  southern  Long  Island.  A  large  increase 
came  with  the  development  of  the  ground-waters.  That  shown 
on  this  diagram,  in  1895.  was  occasioned  bv  the  pumping  of 
the  wells  at  the  old  Agawam  station,  which  was  soon  after 
abandoned  for  the  present  site.  In  1897,  following  several 
years  of  low  rainfall,  the  heavy  draft  upon  the  Spring  Creek, 
Baisley's  and  Jameco  stations  raised  the  chlorine  to  a  high 
ligure,  arid  in  1899  th.e  water  from  the  deep  wells  at  Shetucket 
station  contributed  a  large  amount. 

The  stations  delivering  brackisii  water  were  shut  down 
froan  time  to  time  and  parts  of  their  well  e(|ui])ment  cut  out; 
but  only  temporary  relief  was  secured  until  when  the 

high  rainfall  increased  the  seaward  niDvement  of  the  fresh 
water,  and  the  construction  of  additional  ground-water  col- 
lecting works  permitted  the  sources  of  objectionable  water  to 
be  abandoned  or  the  pumpage  greatly  reduced.  By  this  means 
the  clilorine  was  reduced  in  D04  to  six  ])arts  ])er  million, 
which  is  but  slightly  above  the  normal.  Since  that  time  the 
amount  has.  however,  slowb.-  increased  as  a  result  of  the  heavy 
draft  u])on  the  watershed,  until,  durini;-  the  fall  of  the  ])ast 
year,  it  reached  at  one  time  12  i)arls  per  million. 

Old  SiiExrcKET  1)rivi-:.\-\\  i-:i.i.  Station 

The  record  of  the  \  ield  of  the  old  Shetucket  station  fur- 
nishes one  of  the  mo>t  interesting  exam])les  of  the  danger  re- 
sulting from  collecting  ground-water  near  the  sea.  This  sta- 
tion was  situated  iu>t  soulli  of  the  conduit  on  the  edge  of  the 
salt  marshes  about  three  miles  from  l^iflgewood  ])mnping-sta- 
tion  and  originally  cf)m])ri>cd  twelve  8-inch  wells.  U)7  to  180 
feet  in  depth.  These  wells  drew  their  su])])!y  from  water  bear- 
ing sands  below  a  clay  stratum  125  feet  beneath  the  surface. 

Sheet  12,  Acc.  L  608,  which  is  an  extension  of  that  on 
page  of  the  I Uu  r-I  k riui'-b^reeman  re])ort,  shows  tlie  o])er- 
ation  of  this  station  from  18^)/  to  1905,  inclusive.  The  i)lant 
was  first  operated  ;)t  a  rate  of  nearly  four  million  gallons  ])er 
day  for  the  last  few  months  of  18')/.  and  yielded  a  satisfactory 
su.])])l\-,  liaving  only  4.5  ])yrts  of  clilorine  ])er  million.  In  the 
following  March,  1898.  when  the  rate  of  i)mni)ing  was  in- 
creased to  six  million  gallons  per  dav.  the  chlorine  showed  a 
slight  increase  anrl  tlie  amount  continued  to  rise,  aitliough  the 


SHEET  12 


LOCATIOX  OF  PROPOSED  WORKS 


147 


yield  of  the  station  was  reduced  to  four  million  gallons  per 
day,  and  later,  as  the  salinity  continued  to  increase,  to  one  mil- 
lion gallons  per  day.  The  chlorine  in  1902  rose  to  500  parts 
per  mihion. 

In  1903  the  pumping  was  further  reduced  to  an  average  of 
0.5  million  gallons  per  day.  and  continued  at  this  rate  until 
August,  1905.  The  chlorine  did  not  decrease  materially  with 
this  low  rate  of  pumping  and  the  deep  wells  were  then  ahan- 
doned.  Investigation  in  1903  showed  that  the  brackish  water 
came  from  the  bay  through  the  strata  beneath  the  clay  bed. 
The  sands  above  this  clay  contained  only  6  to  20  parts  of 
chlorine,  and  in  1907  shallow  wells  were  driven  at  the  She- 
tucket  station  to  replace  the  deep  ones. 

One  important  fact  is  brought  out  by  the  operation  of  the 
Shetucket  station,  w  liicli  is  confirmed  elsewhere,  that  the  orig- 
inal freshness  of  the  ground-water  in  the  sands  is  not  restored 
at  once  by  shutting  down  the  plant  and  permitting  the  ground- 
water to  rise  to  its  original  level.  \Mien  the  sea-water  once 
reaches  a  system  of  wells  tlie  only  remedy  is  to  abandon  them. 
Probably  only  in  the  course  of  many  years  will  the  salt  water 
be  entirely  washed  from  the  sands  by  the  slowly  moving  fresh 
waters  escainng  into  the  sea. 

Otiti:r  Stattoxs  of  the  Ridcewood  System 

The  shallow  wells  of  the  Spring  Creek,  luiiselcy's  and 
Tamcco  (Iriven-wcll  stations  have  also  yielded  brackish  water. 
The  studies  upon  the  operation  of  these  stations  by  the  De- 
partment of  \\'atcr  Supply  are  given  in  the  report  of  the  lUirr- 
Hering-Freeman  Commission,  pages  410  to  420.  At  each  of 
these  ]:)lants  the  brackish  water  seemed  to  reach  the  wells  froni 
Jamaica  bay  in  a  coarse  stratum  that  perhaps  re|)rescntc(l  an 
old  surface  channel.  The  yield  of  Spring  Creek  station  has 
been  reduced  during  the  past  three  years,  and  the  yield  of 
IJaiselcy's  station  has  been  cut  down  to  but  little  over  0.5 
million  gallons  per  dav. 

The  new  Morris  Park  and  A(|ucduct  stations  are  ]:)ro\-iding 
water  fpiite  high  in  chlorine,  and  it  is  probable,  in  a  year  of 
low  rainfall,  that  their  delivery  would  bave  to  be  considerably 
curtailed. 

The  only  station  on  the  "  new  watershed  "  cast  of  Freeport 
which  has  yielded  brackish  water  was  the  old  Agawam  sta- 
tion.   This  was  located  a  short  distance  north  of  the  head  of 


148 


APPEXDIX  2 


the  salt-water  creek  at  the  ^lerrick  road,  and  when  placed  m 
operation  yielded  a  supply  so  high  in  chlorines  as  to  increase 
the  salinit}-  of  the  whole  Ridgewood  supply  during-  the  latter 
part  of  1895.  The  station  was  moved  700  feet  north  to  the 
present  location,  where  no  difficulty  has  heen  experienced.  It 
should  he  noted  that  the  water-tahle  at  the  present  site  is.  to 
some  extent,  sustained  hy  the  overtiow  and  seepage  from  the 
East  Meadow  pond,  a  few  hundred  fe'et  above.  (Seethe  lUu-r- 
Hering-Freeman  report,  Plate  XIII,  page  836). 

The  amount  of  chlorine  in  the  supplies  from  the  Shetucket, 
Jameco,  S])ring  Creek  and  Baiseley's  driven-well  stations,  with 
the  corresponding  ground-water  elevations  at  these  plants,  are 
shown  on  Sheet  21,  Acc.  LJ  195. 

LocATiox  OF  Grouxd- Water  Works  of  Ridgewood  System 

The  stations  of  the  Ridgewood  system  that  have  not  been 
affected  by  the  sea-water  evidently  owe  their  imniunitv  to  the 
distance  from  the  sea,  the  hight  of  the  water-table  and  the 
lack  of  free  movement  of  the  ground-waters  where  thev  are 
situated.  The  amount  of  chlorine  at  the  driven-wcll  stations 
of  the  Ridgewood  system  are  shown  on  Sheet  13,  Acc.  L  J  188, 
with  the  distance  of  each  station  from  the  salt  water  in  the 
south  shore  l)ays  or  estuaries  tril)utar\-  to  ihcm.  the  general 
hight  of  the  normal  ground-water  surface,  the  i)umpage,  the 
maximum  salinity  and  the  corresponding  depth  of  pumping. 

This  diagram  shows  that  brackish  water  has  not  reached 
the  wells  of  anx-  station  that  is  situated  o\er  2.000  feet  from 
the  salt  water.  Se\-eral  other  stations  within  this  disiance, 
and  some  l)Ut  little  farther  awa)',  notal)l\-  the  Oconee  station, 
would  doubtless  have  j)umped  brackish  water  but  for  tlie  fine- 
ness of  the  water  bearing  strata,  the  low  ])unipage  and  the 
small  area  of  inlluenee  ai)ont  the  wells.  More  ground-water 
has  been  developed  on  the  "old  water>lied  "  and  the  dri\en- 
well  stations  have  been  pumped  nioi-e  continuously  than  on 
the  new. 

Several  stations  of  the  r.rooklyn  works  in  Xassau  county, 
particularh-  the  Agawairi,  Matowa  and  oilier  (li-i\en-well  sta- 
tions ill  the  "  nt'w  watersluMl,"  are  l;ul  little  farthei"  from  the 
salt  watei'  than  tliese  stations  where  sail  water  has  been  ob- 
tained, and  not  one  of  them  is  located  where  tlie  normal 
grou.nd-water  surfaiH'  was  originally  highei-  than  10  or  12  feet 
aboN'c  mean  sea.  It  ap])ears  \er\  pmhable.  llierefoiH',  that 
salt  or  brackish  water  would  ha\e  U'cn  obtained  at  man\'  of 


SHEET  13 


WaUs  Pond  ShaJ/ow- 


>0   >•    N   «9   IJ>  S 

il-i  i 


Forest  stream  ShaJlow 
1— '>  |/</<p/-a)^/-  3/7at/ow  K 


Q  Q   O   Q   Q   Q  O 

1  !!  ?  5    ;  !i 


o  o  o  o  o  o  o 

<»>  ^  lO  «  t\  0»  <?l 
N  N  N        Al  N  N 


1^ 

-^2500^ 


Oconee  Deep  ^ 

I 

Matotva  Af/xed  ^2000-:i 

I   I  ^''""'^ 
5t7etucket  Deep  ^ 
Saise/sys  3ha//o\y  Iq 
'  J^gawam  Stiatfow 

Sprinafietd  Deep 
3prin^Creetr5t}a//6w^'^°^ 

I 


■Jameco 


/ihoys  6ec7  le\^ef        Bctot^  xSea  L  e  vel 
£^/e\rat/on  of  Ground  Water 
B.W.S.  Datum 
/\/of»  ttior  sea  water  /?as  not  reac/7ed  any 
stotton  o^er  ^OOOfeet  from  so/f  ivater  in 
Aays  or  creeHs  Observe  howei/'^r  that  abo^'e 
stat/ons  ore  not  a  cant/nuous  eAsvfi/o/)m«/7f: 


yhe  distance  from  ttfe  station  to  salt  water  is 
'measured  from  the  center  of  tfie  driven  well  system 
to  the  nearest  salt  water  creek.  I 

I   I   I   I   I   I   I    I   I   I   I    I    I   I  I 

'he  ground  water  elevations  at  each  station  are 
^determined  by  the  normal  water  level,  and  by  the  \ 
'water  level  resulting  from  pumping  for  several  weeks 
'at  the  averaae  rate  given  in  million  qallons  daily,  I  I 

I  L I  I  !  I  M  I  I  I  I  I  I  I  I  I  I  I  I  I  I  n  M 

I  \rhe  chlorine  content  for  each  station  >s  the  max- 
■mum  shown  by  analyses  made  from  I Q 97 to  1907 both 
inclusive.       for  ^^afr?eco  shallow,  the  chlorine  is 

""-y-^  1 1  j  1 1 , 1 1 1 1 1 

'he  rate  ^iven  for  mixed  supplies  m eludes 
both  deep  and  shallow  >source.s.  I 

I    I    I    I    I    I    I    I    I    I   I  I 


MAXIMUM  SALIN/TY 


Maximum  Chlorine  in  Parts  per  Million 


LONG  I5LAND  SOURCES 
BROOKLYN  WATER  5UPPLY 
WATER  LEVELS  AND  CHLORINE 
DRIVEN  WELL  STATIONS,  RID6EW00D  SYSTEM 
From  Records  of  the  Dep<artment  of  Water  5uppl/ 
f  EBRUARr  25,  iSOfl. 

 Acc  L.J  laa 

M.  B.  aaoWN  PRINTING  4i  BINDING  CO., 


LOCATION  or  PROPOSED  WORKS 


149 


these  stations  had  it  been  the  practice  in  past  years  to  operate 
them  continuously,  instead  of  a  few  months  a  year  in  dry 
weather,  or  had  these  stations  been  equipped  to  pump  the 
ground-water  sufficiently  low  to  draw  a  large  amount  of 
storage. 

It  should  further  be  noted,  in  considering  the  stations  of 
the  Ridgewood  system,  that  they  are  a  mile  or  two  apart  and 
undoubtedly  some  water  escapes  to  the  sea  between  them. 
Furthermore,  the  ground-water  surface  at  several  stations  in 
the  new  watershed  is  maintained  by  the  surface-water  in  adja- 
cent ponds.  Even  though  the  wells  at  many  of  these  stations 
were  pumped  continuously  for  several  years  and  the  ground- 
water surface  in  their  immediate  vicinity  maintained  below 
sea-level,  their  operation  would  not  necessarily  prove  that  it 
would  be  safe,  on  the  same  location,  to  pump  to  equal  depths 
a  continuous  line  of  wells  that  permitted  verv  little  water  to 
escape  towards  the  1)ay.  to  keep  up  the  level  of  the  watcr-tal^le 
south  of  the  wells. 

Before  considering  the  location  of  the  Ridgewood  works 
as  a  precedent  for  the  proposed  system  in  Suffolk  county,  it 
should  be  rememl)ered  that  both  the  original  conduit  out  to 
Smith's  pond,  near  Rockville  Center,  and  the  new  conduit  from 
^lillburn  to  Massapequa  were  built  to  intercept  the  flows  of 
the  surface  streams,  and,  therefore,  were  placed  as  near  the 
south  shore  as  the  surface  of  the  ground  and  the  a(|UC(luct 
grades  permitted.  The  ground-water  pumping-stations  that 
were  constructed  later  were  not  considered  in  the  original 
works,  and,  when  huWt,  were  naturally  placed  near  the  exist- 
ing arjucducts. 

EQUILTliRTl'Ar    liETWEEX   FRESH   AXD  SALT 
W.VVVM 

There  is  much  evidence  in  the  infiltration  of  brackish  water 
to  the  wells  of  the  Ridgewood  works,  and  the  salt  water 
actually  found  in  deep  wells  on  the  outlying  islands  and 
beaches,  that  the  salt  water  exists  at  considerable  depths  in 
the  deep  sands  and  gravels  near  the  shores  of  Long  Lsland. 
A  brief  consideration  of  the  equilibrium  between  the  fresh 
water  and  the  heavier  brackisli  water  shows  that  the  salt  water 
must  fill  the  deep  strata  beneath  the  shores,  unless  the  fresh 
water  is  under  sufficient  head  to  overcome  the  greater  specific 
gravity  of  the  salt  water  and  keep  it  out. 


150 


APPEXDIX  2 


The  freedom  of  communication  between  the  fresh  ground- 
waters near  the  south  shore  of  Long  Island  and  the  bodies  of 
salt  water  in  the  bays  and  ocean  beyond  is  well  exhibited  by 
the  observations  of  ^Iv.  A.  C.  A'eatch  of  the  U.  S.  Geological 
Survey  in  1903.  (See  "  Underground  Water  Resources  of 
Long  Island.  New  York,"  1906,  Professional  Paper  44,  pages 
70  and  71  ). 

Studies  in  Holland  and  Belgium 

The  equilibrium  between  the  fresh  ground-water  and  the 
sea-water  has  received  nmch  studv  in  Holland  and  Belgium, 
where  ground-water  supplies  are  obtained,  near  the  sea,  from 
sand  and  gravel  formations.  On  Sheet  14.  Acc.  L  339,  is 
shown  an  ideal  section  of  the  sand  dunes  in  northern  Holland, 
which  has  been  made  up  from  the  studies  in  that  vicinity. 
The  first  figure  exhibits  the  normal  undisturbed  relations  of 
the  fresh  and  salt  water  before  the  lowering  of  the  surface 
of  the  fresh  water  by  artificial  means.  Referring  to  this  dia- 
gram, F  is  the  fresh-water  head  above  sea-level  at  some  point 
on  the  section,  as  A;  and  S  is  the  depth  from  sea-level  to  the 
salt  water  immediately  below  this  point.  Tf  d  is  the  s])ecific 
gravity  of  the  salt  water  in  the  saturated  sands,  it  is  clear 
that  for  e(|uilil)rium  the  total  depth  of  fresh  water,  F  +  S,  must 
l:e  d  X  S  ;  from  which  the  (le])th  of  salt  water  l)elow  sea-level 

at  the  point  A  will  be  S  =-—-.     H  the  specific  gravitv  of  the 

d-1 

water  in  the  sands  is  e(|ui\  alent  to  that  in  the  Xorth  sea,  1.02?, 
the  depth  of  salt  water  below  sea-level  will  be  40  times  the 
fresh-water  head  above  sea-level.  Similarly,  it  the  salt  vsater 
had  a  specific  gravitv  of  onlv  1.013,  the  salt  water  would  be 
found  a1  a  depth  of  ()7  times  the  fresh-water  head. 

In  I'"ignre  2  of  this  same  diagraiiL  the  effect  is  shown  of 
lowering  the  waltM--table  through  a  canal  excawaled  in  the 
center  of  the  section.  As  the  gi-( )nn(l-\\ater  surface  is  lowered 
and  the  stored  water  abstracted,  the  salt  water  naturally  rises 
to  lake  its  ])laee.  Fxidently,  if  the  fresh  water  is  lowered  to 
sea-le\'el,  brackish  water  will  be  obtained  iu  this  canal. 

Tlie  line  of  contact  between  tlie  fresh  and  salt  waters  would 
be  iiaturall\-  modified  int'(|ualilie>  in  the  cliaracliM-  of  the 
saturated  strata,  and  llie  freedom  of  coninnuiicat ion  iu  a 
x'erlical  direction  near  tlie  line  of  contact,  as  shown  in  the 


SHEET  14 


FIGURE  NO.I 
NORMAL  RELATION  BETWEEN 
FRESH    AND    SALT  WATER 


0- 


Sea  Le^el 


\W!m  of  Tr/iuhr/  Wahrsh^^ 


FIGURE  N0.2 
RELATION  BE 
rWEEN  FRESH  AND 
5ALT  WATER  AFTER 
■.XCAVATION  OF  CANAL 
s^ND  LOWERING  OF  WATER 
TABLE 


From  proceedings  of  Royal  (Dutch) 
Institute  of  Engineers. 


IDEAL  SECTION  OF 
NORTH  HOLLAND  DUNES 

SHOWING 

EQUILIBRIUM  BETWEEN 
FRESH  AND   SALT  WATER  IN 

HOMOGENEOUS   POROUS  STRATA 

Jan.  28,  1908 

ACC.L339. 


M.  B.  BROWN  PRINTING  &  BINDING  CO..  N.  Y. 


SHEET  15 


Norfh  6eo 


X 


Sa/t  mter 


/res/?  H/ofer 


Obsen/ed  houuncfory  ^\ 
i)ef\//een  -fres/?  (7nc/sa//'  wafer ^- 


SECTION   OF  COAST  WHERE    SUBSTRATA  ARE  UNIFORMLY  PERVIOUS 
SHOWING  OBSERVED    DIFFERENCE  BETWEEN    THEORETICAL  AND  ACTUAL 
BOUNDARY   BETV/EEN   SALT  AND   FRESH   WATER  DUE  SEAWARD 
MOVEMENT    OF  FRESH  WATER 


Nor  i-h  Sen 


>5o/f  Wafer 


Fresh 


60 ft  Wafer 


SECTION   OF  COAST   WHERE  POSITION    OF  SALT  WATER 
fS   MODIFIED    BY    IMPERVIOUS  STRATA 

RELATION  OF 

SALT  AND  FRESH  GROUND  WATER 

ON  THE 

COAST  OF  BELGIUM 

Frum  "Journal  fiir  Gasbeieuchtung 
unci  Wcfsserversorgung    \Aa\i  9,  1903 


Jan.  24.  i9o8 


Acc  LSdZ 


M.  B.  BROWN  PRINTING  &  BINDING  CO.,  N.  Y 


LOCATIOX  OF  PROPOSED  WORKS 


151 


second  figure  on  Sheet  15,  Acc.  L  592,  where  impervious  clay 
beds  exist. 

IXVESTIGATIONS   OF  THE  A^ISTERDAM   DuXE  SuPPLY 

The  most  thorough  investigation  of  the  hydrology  of  fresh 
and  salt  waters  has  been  made  by  the  Amsterdam  A\^ater 
Works,  which  were  briefly  described  in  the  Transactions  of 
the  American  Society  of  Civil  Engineers,  \'olume  IA\ ,  Part 
D,  page  169,  and  more  fully  in  the  Transactions  of  the  Royal 
(Dutch)  Institute  of  Engineers,  February  1,  1904. 

A  cross-section  of  the  dune  works  near  Haarlem  and 
Zandvoort,  from  the  Xorth  sea  to  the  Haarlemermecr,  Sheet 
16,  Acc.  L  5(S0,  which  has  1)een  taken  from  the  latter  pa])er, 
shows  the  canals  from  which  the  ground- waters  are  collected, 
the  geology  of  the  substrata  and  the  movement  and  salinity 
of  the  ground-waters.  The  normal  relations  between  the  fresh 
and  salt  waters,  which  must  have  1:!ecn  originally  as  shown  in 
the  ideal  section  of  the  dunes.  Sheet  14,  Acc.  L  339,  have  been 
mcdified  Ij}-  the  ])um])ing  out  of  the  ])()ldcrs  behind  the  dunes. 
In  spite  of  the  rain-  tliat  ha\ e  fallen  on  the  surface  of  this 
polder  for  hundreds  of  \ear>,  tlie  waters  in  the  polder  arc 
l)rackisli  l)ecausc,  lacing  lower  than  the  Xorth  sea,  the  salt 
water  flows  inland  to  tliem  l)cneath  the  dunes. 

The  ground-water  sup])ly  for  Amsterdam  is,  for  the  most 
part,  gathered  by  the  canals  from  the  sands  above  the  first 
clay  stratum.  Deep  wells  have,  however,  been  driven  into  the 
second  water  horizon  below  this  upper  clay  stratum  which 
to  collect  the  fresh  waters  tliat  have  slowly  ])ercolate(l  from 
the  surface.  These  wells  are  onl\-  intcndcrl  to  furnish  a  tem- 
porary supi)ly  to  meet  the  city's  demands  until  >uc]i  times  as 
new  sources  east  of  the  cit)-  ma\-  be  developed.  The  engineers 
of  the  works  know  lhal  the  su])pl\-  is  small  that  comes  from 
the  surface  to  these  lower  sands  through  the  semi-impervious 
stratum,  and  they  reali/.e  that  as  soon  as  the  stored  water  is 
drawn  at  a  greater  rale  than  that  of  the  downward  movement 
from  aljfjve  and  the  fresli-water  pressure  there  is  reduced,  the 
salt  water  will  enter  and  the  wells  mu>t  l)e  abandoned. 

There  is  much  of  interest  in  this  diagram  in  the  relative 
pressures  in  the  several  water  horizons,  and  in  the  direction 
of  ground-water  movement  and  the  methods  employed  during 
the  Amsterdam  investigations  that  could  be  profitably  ap|)lied 
to  Long  Island  problems.  \\  the  ground-water  in  southern 
Suffolk  county  were  lowered  kj  a  depth  of  15  feet  below  sea- 


152 


ArPEXDIX  2 


level  by  means  of  deep  wells  driven  at  a  distance  of  five  miles 
from  the  shore,  and  a  continuous  stratum  of  clay  separated 
the  upper  and  lower  water  horizons,  the  conditions  would  be 
identical  with  those  shown  in  this  diagram  at  the  westerlv  edge 
of  the  Haarlemermeer  polder,  and  salt  water  would  just  as 
surely,  in  the  course  of  time,  enter  the  wells  as  it  does  the 
polder  canals. 

Long  Island  Relations 

On  Sheet  17,  Acc.  L  105,  two  ideal  sections  of  Long  Island 
similar  to  those  of  the  Holland  dune  have  been  constructed 
from  the  available  data  on  the  hydrostatic  conditions  of  the 
deep  ground-waters,  assuming  in  this  diagram  that  there  exists 
homogeneous  and  pervious  material  down  to  bed-rock. 

The  first  section  represents  roughly  the  present  normal 
relation  in  Suffolk  county  between  the  fresh  and  the  salt  water 
in  the  unconsolidated  strata.  It  has  been  found  that  the 
hydrostatic  head  on  the  deep  waters  in  the  center  of  the  island 
is  10  to  20  feet  below  the  surface  of  the  main  water-table,  and 
there  are  artesian  heads  on  both  the  north  and  the  soutli  shores 
from  5  to  15  feet  above  sea-level.  From  these  data,  the 
deej)  jjressure  gradients  have  been  drawn  and  the  lines  of 
contact  between  the  fresh  and  salt  waters  estimated. 

Tile  arrows  indicate  the  downward  movement  of  the 
ground-waters  in  the  center  of  the  island  from  which  results 
the  observed  loss  of  head  between  the  surface  and  the  deei") 
waters;  also  the  lateral  movement  of  the  waters  irom  the 
middle  of  the  island,  in  both  directions,  t;)  the  sea.  and  the 
u])\var(l  movement  and  the  emergence  of  this  dec])  water  be- 
yond the  shores.  This  general  movement  has  been  well  con- 
firmed bv  the  character  of  the  water  found  in  dee])  wells  near 
tlie  shore.  These  deep  waters  ha\e  generall\'  much  less 
chlorine  than  the  surface-waters  in  the  >ame  locahtx',  but  (|uite 
the  same  as  the  siuTace-waters  in  the  center  of  tlie  island. 
In  (b-awing  the  arrows,  sliowiiig  the  general  direction  of  the 
ground-water  movement,  their  kMigtlrs  liave  l)een  made  i)r()- 
])f)rtional  to  tlie  ])ro1)ab]e  \elocities  of  tlie  ground-water  just 
to  illustrate  how  exceedingly  slow  i->  the  nioti(»n  of  these 
waters,  and,  eonse(|nently.  how  ])erfect  is  their  ])nritication. 
The  magnitude  of  the  movement  of  the  ground-water  in  the 
lowest  strata  is  doubtless  greatl\-  exaggerated,  as  most  ol  the 
seaward  tlow  is  believed  to  take  ])lace  in  the  }-ellow  gra\els 
in  tlie  lir^t  100  to  500  fet't  of  tlie  water  bt'aring  sands. 


SHEET  16 


1^  — 


Pressure  //he  of  fresh 
)/yafer  in  ^econc/  /?or/zon. 


Elevfftion 
in  Feet. 


GROUND  WATER  PRESSURE  LINES 
AND  CANALS  OF  COLLECTING  WORKS 


20-, 

15 

10 

sH 
0 

-SH 


n-/7.9  IS-- 


6  Miles 

-4 


/^orih  Sea 


0    /^/?-3e<:/Ley^  ^  ^ 


Surface    of  dunes 


//oor/emmer- 
meer  po/der 


-T"  f^AKT-- —  /OOopoH-s  per  mi ///on 

S   


•100- 


-200- 


-300- 


-400- 


GEOLOGICAL  CROSS  SECTION  OF  THE  DUNES 
SHOWING  DIRECTION  OF  MOVEMENT  AND 
SALINITY  OF  GROUNDWATERS 


AMSTERDAM  WATER  WORKS 

INVESTIGATION  OF  DUNE  SOURCES 
NEAR  HAARLEM  AND  ZANDVOORT 

From  Transactions  of  Royal  (Dutch  ) 
Institute  of  Engineers ,  Feb.  1 , 1904. 


M.  B.  BROWN  PRINTING  &  BINOINS  CO.,  I 


Acc.  L580 


SHEET  17 


154 


APPEXDIX  2 


The  second  or  lower  section  of  this  diagram  shows  roughly 
the  effect  on  the  nornial  line  of  contact  between  the  fresh  and 
salt  water  of  pumping  down  the  ground-water  on  the  south 
shore.  The  salt  water  would  naturally  flow  inland  and  rise 
as  the  ground-water  surface  was  lowered  until,  if  this  lower- 
ing was  continued  for  some  years,  brackish  water  would  be 
obtained  in  the  wells.  This  section  brings  out  th-C  interesting- 
fact  that  when  the  water-table  is  lowered  under  these  condi- 
tions, storage  is  drawn  not  only  from  the  surface  of  the 
ground-water  reservoirs,  but  some  fresh  water  is  evidently 
abstracted  from  the  bottom,  as  salt  water  advances  toward 
the  collecting  works  and  partially  Alls  the  space  previously 
occupied  by  the  fresh  water.  The  amount  of  this  storage,  in 
any  year,  from  some  considerations  of  the  Ridgewood  works, 
does  not  appear  to  be  large  because  of  the  slow  advance  of 
the  sea-water  and  the  mixture  of  salt  and  fresh  waters  that 
occurs. 

It  would  not  be  difficult  to  detect  the  advance  of  salt  water 
to  the  proposed  collecting  works  if  test-wells  were  driven 
along  the  shore  and  samples  taken  at  intervals  for  chlorine 
examination.  Such  wells  should  be  driven  before  the  Suft'olk 
County  works  are  placed  in  operation. 

If  we  assume,  as  in  this  sketch,  a  well  500  feet  in  depth, 
it  is  evident  that  the  salt  water  would  enter  the  bottom  when 
the  fresh-water  head  is  drawn  to  the  level  of  12.3  feet  above 
sea-level,  providing  the  brackish  water  has  the  assumed  specific 
gravity  of  1.025.  If  the  brackish  water  in  the  ])orous  sands 
were  diluted  bv  a  large  proportion  of  fresh  water  and  its 
s])ecific  gravity  were  onh-  1.015,  brackish  water  wotild  not 
enter  this  well  until  the  fresh- water  pressure  head  at  the 
bottom  were  less  than  7.5  feet  abo\e  sea-level.  The  higher 
value  would  onlv  be  oljtained  after  many  years  of  operation 
of  collecting  works  that  interce])te(l  the  entire  fresh-w^iter 
movement  towards  the  sea. 

h'rom  Sheet  17.  .\cc.  L  105,  it  appear.s  that  where  there 
are  no  im])er\'i( )us  cla\'  l)eds  l)(.'t\\een  the  tipper  and  lower 
water  l)earing  strata,  the  greatest  safety  against  the  entrance 
of  sea-water  wouhl  l)e  secured  l)y  constructing  the  works  in 
the  center  of  tlie  island  and  by  maintaining  on  either  side, 
between  the>e  works  and  the  sea.  a  fresh-water  summit  of  at 
least  20  feet  or  more  al)ove  sea-level.  Such  a  development 
would.  liowc'X'er,  l)e  ver\-  expensixe,  both  in  first  co-;l  and  in 
o])eration,  and  it  would  be  im])()ssil)le  to  lower  the  water-table 


LOCATIOX  OF  PROPOSED  WORKS 


155 


at  such  wells  sufficiently  to  draw  upon  as  large  a  tributary 
watershed  as  may  be  obtained  by  the  proposed  works  on  the 
south  shore. 

As  far  as  the  deep  water  bearing  strata  have  been  investi- 
gated, it  is  very  improbable  that  any  wells  would  be  driven 
as  deep  as  500  feet.  The  maximum  depth  of  the  wells  is  not 
likely  to  exceed  those  of  the  Ridgewood  works,  about  200 
feet,  and,  from  present  indications,  they  may  not,  perhaps,  be 
greater  than  150  feet  in  depth.  These  considerations  of  the 
equilibrium  of  the  fresh  and  salt  waters  show  the  advantage 
of  the  shallow  wells  in  protecting  the  supply  from  the  sea- 
water. 

Minimum  Fresh -Water  Head 

On  Sheet  18.  Acc.  L  599,  is  shown  graphically  the  niini- 
mum  hight  of  the  fresh  ground-water  that  will  exclude  from 
wells  of  various  depths  in  the  saturated  sands,  sea-water  vary- 
ing from  1.005  to  1.025  in  specific  gravity. 

The  density  of  the  sea-water  off  this  coast  is  about  1.025, 
but  the  waters  of  the  south  shore  bays  vary  in  specific  gra\'ity 
from  1.015  to  1.020.  Moriches  bay  has,  however,  a  density 
of  about  1.005.  After  the  operation  of  the  proposed  collect- 
ing works,  the  density  of  the  south  shore  bays  will  increase 
slightly,  but  it  i>  unlikely,  from  the  known  density  of  the  wa- 
ters in  Jamaica  bay  south  of  the  Ridgewood  collecting  works, 
that  any  of  these  bays  in  SuA'olk  county  will  ever  have  a 
greater  specific  gravity  than  1.020.  and  many  portions  will 
never  exceed  1.015. 

Referring  to  this  diagram,  it  is  evident  that  in  wells  from 
100  to  200  feet  in  depth,  the  ground-water  should  never  be 
reduced  during  long  periods  of  operation  below  four  feet 
above  sea-level.  As  the  south  shore  bays  are  about  0.8  foot 
above  the  !>.  \\'.  S.  datum  plane  of  1907.  which  is  used  in  this 
report,  the  safe  minimum  ground- water  elevation,  on  our  scale 
of  bights,  would  be  at  Elevation  5. 

A  ground-water  suj)])ly  cann;yt  l)e  collected  without  depress- 
ing its  surface,  and  if,  furthermore,  the  pro])ose(l  works  in 
southern  Suffolk  county  were  designed  to  secure  enough  stor- 
age to  maintain  the  estimated  \icld.  the  amount  of  lowering 
of  the  ground-water  surface  corresponding  to  the  storage 
required  must  be  added  to  the  minimum  elevation  of  the 
ground-water  shown  by  this  diagram,  in  order  to  find  the 
normal  hight  of  ground-water  above  sea-level  where  it  would 
be  safe  to  locate  wells  of  any  given  depth. 


SHEET  18 


^1 


1.030 


1.025 


1.020 


1.015 


1. 010 


1.005 


1.000 


Socj/h  5/7ore  Bays 
yv///  probab/y  vary 
be^een  /bese  //m/'/s 
I  o//er  dj  vers  ion  of 

porb'on  of 
fresh  ^a/er  /b/Zof 


/~or  yi^e//s  /OO  fo  ^00  feef  /n  cfepfb 
kvb/cb   ore  proSob/y  fbe  ts'eepesf 
fhaf  fvoo/cf  be  c/r/i/er?    or?  //7tf  Sao/ber/? 
Suf/oZ/r   Coanfy  Co//ecbh^  JVorAs .  // 
ei^/aZen/  f/?af  f/ye  ^rourpc!^  i^o/er  sboc//G/ 
nei^er        pumped  for  any  /engffb  of 
f/me  be/oiv  f^/e^^  2  /o  5  feef  on  /be 


Fresh  Water  ffeod  necessary  fo  exc/ucfe 
Brock /sb  Wafer  of  any  Specjfic  Gravify  from 
Wafer  of  ^/\ren  depfh.  ^dof  fo  /bese  beads  fhe 
n7ean  f7e/ghf  of  yyafer  '/n  fbe  5ouf/?  5bore 
^C3y5  -  O.Sff.  fo  obfoJn  so/e  e/eh^af/on  of 
ground  looter  on  fhe  B.l^S .  cdofum 


SAFE  HEIGHT  OF  GROUND  W^TER 

AT  COLLECTING  WORKS 
TO  PREVENT  ENTRANCE  OF  SALT  WATER 

Jan.  ae,  1308  . 


B.WS.  .'.24 


AccL599 


LOCATION  OF  PROPOSED  WORKS 


157 


In  Appendix  1  it  was  pointed  out  that  a  storage  correspond- 
ing to  about  50  million  gallons  per  square  mile  should  be  ob- 
tained and  that  of  this  it  was  suggested  that  about  half  should 
be  obtained  on  the  main  line  of  the  collecting  works.  To  make 
available  this  volume  of  storage,  it  would  be  necessary  to 
pump  down  the  water-table  at  the  wells  on  the  main  line  about 
15  feet.  If  the  ground-water  surface  were  not  to  be  drawn 
for  any  great  period  lower  than  Elevation  5,  the  original  level 
on  the  line  of  the  works  should  be  20.  It  is  evident  then,  for 
wells  from  100  to  200  feet  deep,  that  a  location  for  the  pro- 
posed Suffolk  County  derelopnient  should  be  selected  zvhere 
the  ground-water  is  at  least  a^s  high  as  Elevation  20  feet  on 
the  B.  W.  S.  datum. 

Location  of  Amsterdam  Works 

The  on]_\-  large  ground-water  >n])pl\-  near  the  sea  with 
which  tlic  location  of  the  Long  Island  works  ma\-  l)e  com- 
pared, is  tliat  of  the  dune  works  of  Amsterdam,  near  Maarlem 
and  Zandvoort,  a  section  of  which  is  shown  on  Sheet  16,  Acc. 
L  580. 

The  so-called  West  canal  of  these  works  is  the  nearest 
to  the  North  sea,  and  is  only  y'^  mile  from  the  sliore.  The 
surface  of  the  water  in  tliis  cliannel  in  wliicli  the  ground-water 
is  collected  is,  however,  five  to  six  feet  above  mean  sea-level, 
and  the  bottom  of  the  canal  is  over  a  foot  above  tliis  level, 
or  evidently  higlier  than  portions  of  the  Wantagh  infiltration 
gallery  of  the  1  Brooklyn  works. 

Some  of  the  other  canals  two  to  three  miles  from  the  sea 
are  lower  than  the  West  canal.  'Idle  bottom  of  the  lowest  of 
these,  the  Sprenkel  canal,  i>  three  feet  bekjw  mean  sea-level; 
its  water  surface,  however,  is  two  feet  above,  so  that  the 
works  arc  safe  from  the  entrance  of  sea-water,  'idle  normal 
ground-water  level  near  the  dnne  canals  was  10  to  15  feet 
above  sea-level. 

LOLLITIDX  I' ROM  LOCAL  POITLATION 

The  sea-water  from  the  south  shore  bays  is  not  the  only 
source  of  dissolved  mineral  matter  in  the  Long  Island  ground- 
water>.  In  the  anal\>es  of  tiie  Suffolk  County  waters,  atten- 
tion has  already  been  called  to  the  large  amount  of  chlorine 
and  nitrates,  and  to  the  great  hardness  and  alkalinity  of  the 


158 


APPEXDIX  2 


ground-waters  from  wells  adjacent  to  points  of  disposal  of 
house  drainage  and  domestic  wastes. 

The  mineral  contents  of  some  ground-waters  from  the  more 
thickly  populated  portions  of  western  Long  Island,  given  for 
1902  in  the  Burr-Hering-Freeman  report,  are  shown  below: 


Population  per 
Square  Mile  of 
Parts  per  Million  Watershed  Esti- 

StATION  ,  MATED  ON  PaGE  565 

Nitrates      Chlorine    Hardness         of  Report  of 

Burr-Hering- 
Freeman  Commission 


Pfalzgraf  Water  Supply  Co.  . 

9.60 

14.3 

192.0 

5.25 

7.4 

126.3 

3,000 

2.49 

9.1 

131.4 

3,600 

Montauk  Water  Co  

5.60 

19.9 

119.0 

2,200 

7.40 

15.7 

88.0 

Flatbush  Water  Co  

6.72 

14.1 

172.0 

7,000 

14.18 

22.1 

191.9 

10,000 

Spring  Creek  deep  wells  

0.10 

6.9 

131.3 

2,600 

It  should  be  noted  that  these  are  much  harder  than  some 
of  the  waters  of  the  Ridgewood  system,  containing  the  same 
percentage  of  chlorine.  This  excess  in  hardness,  which  is 
due  to  the  local  drainage,  distinguishes  these  waters  from 
those  of  the  Ridgewood  system  which  arc  more  affected  by 
sea-water,  and,  therefore,  contain  a  larger  proportion  of  the 
chlorides  of  salt  water  and  less  sulphates  and  carbonates. 
While  the  l)actcrial  examinations  show  these  waters  to  be  per- 
fectly safe,  they  are  not  altogether  satisfactory  for  many  uses 
because  of  their  hardness.  As  the  population  still  further 
increases  on  the  watersheds  of  these  stations,  some  of  them 
will  doubtless  be  abandoned. 

L^nlike  Nassau  and  Oueens  counties,  most  of  the  po])ulation 
in  southern  Suff'olk  county  is  located  in  the  villages  close  to 
the  south  shore,  and  the  subsurface  drainage  containing  a  large 
amount  of  dissoKed  mineral  matter  could  readil)'  be  axoided 
bv  locating  llu-  proposed  line  of  collecting  works  north  of 
these  south  shore  villages,  where  the  wastes  from  the  more 
thickly  ])o])ulate{l  areas  would  not  drain  toward  the  works. 
The  ground-waters  collected  on  the  line  that  is  here  j)roposed 
should  not  show  a  much  higher  mineral  content  for  many 
years  than  that  of  the  normal  ground-waters  shown  in  1\'ible 
8,  i)age  135,  which  were  reVentl\'  collected  there. 

The-  present  population  within  the  watershed  in  ."^ulti^lk 
connt\-  north  of  the  .south  shore  \illages  is  estimated  a<  17,000, 


LOCATIOX  OF  PROPOSED  WORKS 


159 


which  is  an  average  of  51  per  square  mile.  This  is  hardly  a 
third,  or  a  quarter,  of  the  present  population  per  square  mile 
of  the  Ridgewood  watershed,  and  explains  the  better  quality 
of  the  Suffolk  County  ground-waters. 

IROX  AND  MAXGAXESE  IX  LOXG  LSLAXD  WATERS 

The  yellow  water  bearing  sands  and  gravels  of  Long  Island 
owe  tlieir  distinctive  color  to  the  film  of  iron  oxide  with  which 
they  are  coated.  This  oxide  is  readily  soluble  upon  deoxida- 
tion  in  contact  with  organic  matter,  and  all  ground-waters 
gathered  from  the  yellow  gravels  contain  more  or  less  of  the 
oxide  in  solution.  The  solubility  of  the  iron  oxide  is  well 
illustrated  in  the  scrub  oak  country  of  Suff'olk  county,  where 
])atches  of  clean,  white  (juartz  sand  are  seen  here  and  there, 
adjacent  to  areas  of  dark  loam.  The  sand  below  the  soil 
covering  is  quite  yellow,  but  the  iron  stain  on  the  surface 
particles,  in  contact  with  the  vegetable  humus,  has  l)een  dis- 
solved and  washed  away. 

It  is  not  alone,  however,  the  surface  humus  that  serves 
as  the  deoxidizing  agent  by  which  the  iron  is  dissolved.  It 
is  recognized  that  a  large  amount  of  iron  is  dissolved  from 
deep,  iron-bearing  gravels,  near  beds  of  peat  or  lignite. 

Amoi'xt  of  lRf)X  IX  Loxr,  Ist-axd  Waters 

On  the  whole,  the  ground-waters  in  southern  Suft'olk 
county  are  low  in  iron.  Among  the  widely  distributed  sam- 
ples taken  in  a  survey  of  Suffolk  County  waters,  the  iron 
ranged  from  0.05  to  0.9  ])art  per  million,  being,  except  in  one 
or  two  localities,  less  than  0.2  part.  The  waters  in  the  Peconic 
valley  are.  however,  noticeably  high  in  iron,  and  the  samples 
from  several  domestic  wells  are  probably  a1jnormall\-  large 
because  of  their  proximity  to  cesspools,  or  privies,  the  drain- 
age from  which  ])rovided  the  organic  matter  for  the  deoxida- 
tion  and  solution  of  the  iron. 

The  available  data  on  the  di>tribution  of  iron  in  the  Eong 
Island  ground-\vater>  have  been  ])laced  on  Sheet  19.  Acc. 
L  568.  It  is  evident  that  the  ground- waters  along  the  south 
shore  of  the  island,  from  Massa])er|ua  to  Spring  creek,  contain 
larger  amounts  of  iron  than  in  southern  Suffolk  countv.  and 
that,  in  general,  the  iron  contents  increase  toward  the  westerlv 
limits  of  the  Ridgewood  system.     On  the  other  hand,  the 


160 


APPEXDIX  2 


ground-waters  back  from  the  shores  in  the  central  and  extreme 
western  parts  of  Long  Island  contain  but  little  iron. 

It  seems  significant  that  the  ground-waters  highest  in  iron 
are,  in  general,  found  in  the  western  portion  of  the  Ridgewood 
system  and  in  the  Peconic  valley,  where  large  areas  of  the 
surface  are  low  and  swampy,  and  are  naturally  covered  with 
a  considerable  depth  of  organic  matter,  as  indicated  by  the  red 
shaded  areas  on  this  map.  It  should  be  noted  that  the  ground- 
waters of  the  Woodhaven,  ?^Iontauk  and  Jamaica  stations, 
which  are  immediately  north  of  the  zone  of  highest  iron 
contents  in  western  Long  Island,  have  less  than  0.2  part  of 
iron  per  million. 

It  is  quite  likely  that  the  high  iron  contents  of  the  waters 
from  the  deep  wells  of  the  Ridgewood  stations  in  Queens 
county  are  the  result  of  the  deoxidizing  effect  of  the  deep  beds 
of  peat  through  which  the  ground-waters  j^ass  on  their  way  to 
the  wells. 

This  map  suggests  that  the  stations  of  the  Ridgewood  sys- 
tem, from  Springfield  to  Jameco,  would  not,  perhaps,  yield 
waters  so  high  in  iron  if  they  had  been  located  a  little  farther 
north  in  the  direction  of  the  W'oodhaven  and  Jamaica  ])iimi)- 
ing-stations  and  awa}-  from  the  swampy  valleys  of  the  south 
shore. 

The  greatest  amount  of  iron  that  is  ]XM-missi1)lc  in  a  sup- 
])ly  is  considered  to  be  0.4  to  0.5  ])art  per  million.  A  larger 
amount  is  sensible  to  the  taste  and  gives  trouble  in  tlie  laun- 
dry and  in  some  industrial  i)rocesses.  The  iron  in  the  Ridge- 
wood su])])ly  did  not  exceed  these  figures  until,  during  the 
last  few  years,  a  larger  suppl_\-  lias  been  drawn  in  the  westerly 
]>ortion  of  the  old  watcrsbed  where  the  iron  is  bii^h.  as  st.'Ued 
aboxe. 

Tbc  anaK'ses  of  the  Suffolk  (  ount\-  ground-waters  do  not 
indicate  thai  a  suppl\-  from  ihoe  sources  would  contain  more 
iron  than  waters  of  the  Uidgewood  s\stem.  'Hie  swamp 
areas  in  s(?ulhern  Suffolk  county  are  smaller  and  the  surface 
soils  throughout  the  southerl)'  portion  of  the  county  are  gen- 
erally freer  from  organic  matter  than  those  in  the  Ridgewood 
watersln-d.  Wells  (li-i\en  into  the  \ellow  graxels  al)o\-e  the 
lignitt'  bc-ds  of  the  cretaceous  (le])osits  and  on  the  line  ])ro- 
])osed  for  the  collecting  works  in  southern  Sufh)lk  county 
would  not.  ])robabl\-,  provide  enough  iron  to  occasion  any 
trouble   in   the  distribution   system,  or  ;ui\    ;uinoyance  as  a 


LOCATIOX  OF  PROPOSED  WORKS 


161 


domestic  supply,  or  for  ordinary  manufacturing  use-^.  since 
the  supply  of  water  in  these  yellow  gravels  is  not  probably 
drawn  to  any  appreciable  extent  from  the  cretaceous  forma- 
tion below. 

The  iron  in  the  swampy  valley  of  the  Peconic  river  is  higher 
than  elsewhere  in  Suffolk  county,  and  it  does  not  appear  that 
the  collecting  works  can  be  located  to  avoid  it.  A  discussion 
of  the  treatment  necessary  for  the  removal  of  iron  in  these 
ground-waters  is  given  in  a  subsequent  appendix. 

Occurrence  of  ^Manganese 

Representative  samples  of  the  Suffolk  County  ground-wa- 
ters have  been  taken  to  determine  the  amount  and  distribu- 
tion of  manganese,  the  salts  of  which  are  much  more  to  be 
feared  than  those  of  iron,  since  they  cannot  be  readily  removed 
from  the  water. 

The  results  are  shown  in  the  following  table,  with  the  cor- 
responding amount  of  iron,  and  are  plotted  on  Sheet  19,  Acc. 
L  568. 


Parts  per  Million 

Samples  .  ■  . 

Iron  Manganese 


Babylon  water-works   0..30  0.07 

E.xperimental  station.  West  Islip   0. lo  0.27 

Bayshore  water-works   0.15  0.37 

Great  River  (well)  at  railroad  stations   0.90  0.08 

Patchogue  water-works   0.30  0.20 

Brookhaven  (domestic  well)   0.90  0.04 

Calverton  (domestic  well)   3.50  0.30 


There  a]jpears  to  be  no  relation  between  tlie  (;ccurrence 
of  iron  and  manganese,  although  it  is  very  likely  that  the 
conditions  favorable  for  the  solution  of  irf)n  may  also  dissolve 
out  the  manganese. 

The  n.wsiioRE  Suppi.n' 

It  will  be  noted  that  while  the  iron  is  higher  in  the  l>aby- 
loii  su])ply.  the  water  of  the  l>ayshore  water-works  shows  more 
manganese.  The  latter  supply  has  a  noticeable  *'  iron  "  taste, 
and  it  is  but  natural  to  suppose  this  is  due  to  the  small  per- 
centage fjf  manganoe  that  the  water  contains. 

Much  trouble  occurred  at  the  original  P>ayshore  pumping- 
statir)!!  ju>t  iKjrtii  of  the  South  Country  road,  where  the  stand- 


162 


APPEXDIX  2 


pipe  still  stands.  The  supply  was  drawn  from  shallow^  wells 
about  the  foot  of  the  swampy  pond  on  the  Penataquit  creek. 
It  is  reported  that  the  amount  of  iron  and  the  attendant 
growths  in  the  water  became  so  great  as  to  fill  the  pipes  and 
give  the  consumers  much  trouble.  When  the  station  was 
moved  to  its  present  site  on  comparatively  high  ground, 
mile  northwest  of  the  original  Icx^ation,  no  further  difficulty 
occurred.  There  is  a  suspicion  that  this  trouble  came  not  so 
much  from  iron  as  from  manganese,  although  no  samples  of 
scale  from  the  old  pipes  have  yet  been  obtained. 

Much  less  attention  has  been  given  to  manganese  in  ground- 
waters than  to  iron,  and  its  determination  is  more  difficult. 
A  smaller  amount  of  nianganese  is,  perhaps,  noticeable  to  the 
taste,  and  a  supply  should  not  contain,  at  the  most,  a  larger 
amount  than  the  greatest  allowable  percentage  of  iron.  The 
weight  of  evidence,  however,  points  to  a  still  lower  limit  for 
the  manganese. 

AXXOYAXCE  TO  SUFFOLK  COUNTY  RESIDENTS 

Besides  the  advantages  to  be  gained  in  the  quality  of  the 
Suffolk  County  supply  by  placing  the  collecting  works  on  com- 
paratively high  ground  back  frt)m  the  south  shore  villages,  this 
plan  ofi^ers  still  another  advantage  quite  as  important  as  the 
others,  in  that  the  operation  of  the  works  on  this  location 
would  disturb  the  ground-water  surface  but  little  in  these  vil- 
lages and  in  the  zone  of  settlement  along  the  shore,  and.  there- 
fore, would  give  little  annoyance  to  the  residents  there. 

If  the  line  were  placed  well  back,  one-half  mile  to  a  mile 
north  of  the  south  shore  villages,  the  lowering  of  the  ground- 
water in  the  villages  would  not,  under  tlic  most  severe  condi- 
tions of  operation,  i)robably  amount  to  much  over  five  feet,  and 
would  ordinarily  be  less,  1)ecause  the  distance  between  the 
])ropo>L'd  collecting  works  and  the  south  shore  bays,  or  tlie 
large  inlets  from  them,  would  be  such  that  the  rainfall  on  this 
strij)  south  of  the  collecting  works,  woidd  maintain  there  a 
water-table  at  least  two  feet  above  the  mean  sea,  independent 
of  an\-  How  from  the  upland  watershed.  This  water-tal)lc 
would,  no  doubt,  furnish  sufficient  water  for  all  but  the  more 
thickly  ])oi)ulate{|  i)arts  of  the  largest  villages,  so  that  but  few 
diversions  of  wwWx  need  be  made  from  the  proposed  collect- 
ing works  to  su])])ly  lot-al  needs. 


LOG  AT  10  X  OF  PROPOSED  WORKS 


163 


This  advantage  of  the  location  proposed  is  ilhistrated  on 
Sheet  20,  Acc.  L  583,  which  exhibits  two  sections  of  the  south 
shore  of  Snfifolk  county  on  a  somewhat  exaggerated  vertical 
scale.  It  is  evident,  from  a  comparison  of  the  two  sections, 
that  the  Suffolk  County  residents  need  not  fear  the  same 
annoyance  from  the  operation  of  a  line  of  collecting  works 
wxll  north  of  their  villages  as  the  people  of  the  south  shore 
towns  in  Nassau  county  have  experienced. 

The  depression  in  the  surface  of  the  ground-water  result- 
ing from  the  pumping  on  a  location  well  back  from  these  vil- 
lages would  not  be  noticeable  beyond  a  distance  of  ^  mile 
from  the  works,  and  the  lands  within  a  zone  ^  mile  either 
side  of  this  location  are  now  covered,  for  the  most  part,  with 
scrub  oak,  small  pines  and  brush,  as  seen  on  Sheet  149,  Acc. 
5334,  and  on  Plates  12  and  13  following  this  a])pendix. 
Even  were  there  now,  or  likely  to  be  in  the  future,  many  farms 
in  this  zone  where  the  soil  is,  on  the  whole,  very  thin  and 
poor,  it  is  shown  in  Appendix  13  that  the  ground-water  is 
generally  so  far  below  the  ground  surface  that  no  water  can  be 
drawn  up  by  capillarity  for  the  uses  of  vegetation. 

COXXLUSIOXS  ON  LOCATION  OF  COLLECTING 

WORKS 

The  only  advantage  of  a  line  as  near  the  shore  as  the 
works  of  the  Ridgewood  system  appears  to  be  that  of  obtain- 
ing the  maximum  drainage  area. 

The  loss  of  ground-water  catchment  m  choosing  a  line 
well  back  from  the  shore  need  not,  under  average  conditions 
of  operation,  be  more  than  10  per  cent,  of  the  whole  area. 
The  sacrifice  of  the  small  additional  yield  obtained  would 
seem  to  be  entirely  justified  by  the  insurance  of  a  permanent 
supply  of  good  water,  free  from  the  salts  of  sea-water,  from 
the  drainage  of  the  towns  and  from  high  percentages  of  iron. 
By  pumi)ing  deeply  the  wells  on  a  location  several  miles  from 
the  shore,  during  brief  periods  of  large  demand,  a  counter 
slope  might  be  established  toward  the  wells  that  would,  for 
a  short  time,  make  tributary  to  the  higher  line  quite  as  large 
a  drainage  area  as  could  safely  be  drawn  upon  by  the  works 
nearest  the  south  shore. 

Another  consideration  that  cannot  be  overlooked  in  choos- 
ing a  location  far  from  the  shore,  in  the  scrub  oak  country, 
is  the  advantage  of  cheaper  land. 


SHEET  20 


^  t '0 


M//es  -from  Great  South  Boy 

—  CM 

 I  1  I 


1 


A/ofe  t/?e  ^r&T^ar  c//sfurhonce  //?  ^oufh 
6/?ore  '/'Owns  Secouse  of  co/?sfruc7^on  of 
worAs  oncf  ^reo/er  /o^er/r?^  of 
wofsrSy       /ocof/or? .  i      ^  ^nun^^ 

_  A/c/e  (?/so  ■//?e  ^reo/er  . 


wafer  kv/f?  s^/p?e 


omounf  ^f- 


Mox/mum  JoiYer/ngi 
grouncf  yvafer  c/ur/ng  /one. 
per/'ocfs  of  pumping 

fhrt/jer  /oiA/er/ng  of  groan  cf 
^ofer  c/ur/no  jbr/er  per/oc/s 
/;ec?yy  c/rc^fr  on  sforoge 


1 1 


LOCATION    OF  COLLECTIMG  WORKS  ONE  MILE  FROM  5H0RE 
FOLLOWING   PRECEDENT  OF  RIDGEWOOD  SYSTEM 


_     Zone  of  greafesf  _ 
c/ens/-/y  of  popc//cr/-/on 

/n       ore  /ocafecf  q// 
y/Z/oges  <7rc/ 7¥?e  /c?rge. 
esT^fss  on  T^e  soi/f/?s^ora 


—  ^one  of  unc/eve/oped  /onds 

Except  for  smo//  oreos  in  fi?e 
y/c/n/'fy  of  y^mi-iyy/Z/e,  BoZ?yZon  ond 
ZZ?e  ZZor/cZ?es  Zn/6  zone  Zs  coi^ered 
mZZi  scruib  oo/r  ^sZunfecZ p/r?e  oncZ 
6rusZ7.  l/ery  ZZZf/e  Z?os  been  cZeorecf 
for  formes. 


/oi/vering  of 
inouncZ  yiraZer  — 
fur/hg  Zong  per/ods 
of  pump/nq  


m?fer  dar/  'ng  Z)r/€f  par/ocis 
//eoyy  pumpZng  . 

PROPOSED    LOCATION    OF  COLLECTING  WORKS 
TO  AVOID  UNNECESSARY    DISTURBANCE  IN  SOUTHERN  SUFFOLK  COUNTY 


LEGEND 

V////////,  Depress/on  of  ground  v^xiZer 
Zf?roug/7  ord/nory  pump/ng  ZZ?af 
yvou/o  senous/y  offecf  SuffoZk 
Counfy  inZerests. 

Depress/on  donng  hnef  perwds 
of  a^eep  pumping-  


LONG  ISLAND  SOURCES 

ADVANTAGES  OF  PROPOSED 
LOCATION  OF  COLLECTING  WORKS 

IN  FREEDOM  FROM  SERIOUS  ANNOYANCE 
TD  SUFFOLK  COUNTY  RESIDE^^■S 

Jan  21,  1908  n.w.s.  336 


Acc  L583 


LOCATION  Of  PROPOSED  WORKS 


165 


The  location  now  proposed  for  the  collecting  works  in 
southern  Suffolk  county  is  one  that  provides  the  largest  drain- 
age area  consistent  with  reasonable  safety  from  the  entrance 
of  sea-water.  It  may  be  seen  on  Sheet  6,  Acc.  5596,  that  this 
location  fulfills  the  condition  of  being  above  the  20-foot 
ground-water  contour,  so  far  as  economy  in  construction  per- 
mits. The  proposed  line  diverges  southerly  from  this  ground- 
water level  at  some  points,  to  avoid  excessive  excavation  in 
high  ground,  and  again  to  shorten  the  aqueduct  at  river  cross- 
ings. These  points  may  be  made  reasonably  safe  by  construct- 
ing fresh-water  reservoirs  in  the  larger  streams  below  the 
works  to  exclude  the  salt  water  from  the  surface  strata,  as 
proposed  in  Appendix  9. 

On  Sheet  149,  Acc.  5334,  showing  relation  of  cultivated 
areas  and  villages  to  the  proposed  line  of  collecting  works, 
it  may  be  observed  that  the  works  would  be  north  of  most 
of  the  south  shore  villages,  and  that  the  probable  limit  of 
inflection  of  the  ground-water  surface  towards  the  works 
would  be  north  of  the  more  thickl\-  ])()])ulated  areas.  This  map 
shows  also  that,  but  for  the  valleys  of  the  largest  Suffolk 
County  streams,  the  collecting  works  avoid  the  low,  swampy 
lands  of  the  south  shore. 

The  location  of  the  collecting  works  must,  of  course,  be 
made  where  the  water  bearing  strata  are  most  favorable  for 
the  collection  of  a  sui)|)ly.  11ie  borings  have  shown  more 
coarse  material  in  the  direction  of  the  center  of  the  island 
than  near  the  south  shore,  and  this  fact  is  still  another  argu- 
ment for  the  scrub  oak  location. 


SHEET  21 


PLATE  12 


PLATE  13 


167 


APPENDIX  3 

GENERAL    PLAN    FOR    SUFFOLK   COUNTY  COL- 
LECTING WORKS 

BY   WALTER  E.    SPEAR,   DIVISlOX  ENGINEER 

So  far  as  may  be  consistent  with  the  greatest  possible  de- 
velopment of  Suffolk  County  waters,  the  method  of  collecting 
should,  in  general,  be  one  that  offers  the  greatest  economy 
in  construction  and  operation,  with  the  least  disturbance  to 
local  interests  and  with  no  impairment  of  the  quality  of  the 
supply.  The  design  of  the  collecting  works  to  meet  these  con- 
ditions must  depend  primarily  upon  the  character,  depth  and 
distribution  of  the  water  bearing  gravels,  and  upon  the  strata 
that  separate  them  from  the  source  of  all  water-supply,  the 
rains  that  fall  upon  the  surface  of  the  island. 

The  deep  strata  in  Suft'olk  c(3unty  have  been  thoroughly 
investigated  by  deep  test-wells  during  the  past  year.  The 
results  of  the  borings  are  given  in  Table  15,  pages  224  to  255, 
and  in  the  large  scale  sections.  Sheets  46,  47,  48  and  49,  Aces. 
5592,  5595,  5593  and  5594. 

The  large  stovepipe  wells  driven  by  the  Board  of  \\^atcr 
Sup])ly  from  which  most  of  these  data  were  obtained,  provide 
the  most  accurate  samples  of  the  strata  penetrated,  because 
the  material  is  brought  to  the  surface  in  large  masses  by  the 
sand  buckets,  10  to  12  inches  in  diameter,  without  the  separa- 
tion of  the  coarse  and  the  fine  particles  that  takes  place  in 
wash  borings,  and  samples  of  strata  are  secured  with  even 
greater  certainty  than  by  dry  sampling  in  smaller  wells.  The 
2-inch  test-borings  give  less  accurate  samples,  but  they  con- 
firm in  general  the  results  from  the  larger  wells. 

It  would  be  interesting  to  have  learned  the  total  depth  of 
the  unconsolidated  sands  in  southern  Suffolk  county,  but  there 
was  little  likelihood  of  finding  any  considerable  supply  of 
water  beyond  400  or  500  feet  in  depth,  and  only  two  borings 
of  greater  depth  than  this  were  made.  One  near  Brookhavcn 
reached  a  depth  of  940  feet  and  stopped  in  superfine  sand  and 
gravel.  Among  these  tables  are  given  the  log  of  a  test- well 
driven  by  wash  boring  methods  by  the  Department  of  Water 
.^nppl\-  at  .Seaford,  Tabic  15.  page  224.    This  well  was  driven 


168 


APPEXDIX  3 


to  a  depth  of  1050  feet  without  striking  bed-rock,  so  that  these 
sand  and  gravel  strata  on  the  south  shore  in  Suffolk  countv 
may  have  a  thickness  of  1100  or  1200  feet. 

WATER   BEARING  STRATA 

The  i)rincipal  water  horizons  recognized  in  southern  Long 
Island  arc  the  upper  or  yellow  glacial  gravels,  and  the  deep 
gray  gravels  of  cretaceous  origin.  Only  the  yellow  gravels  are 
of  importance  in  a  large  development  of  ground-water  in 
southern  Suffolk  county.  The  general  location  of  the  yellow 
gravels  and  their  relation  to  the  nuich  deeper  beds  of  gray 
sands  and  clays  in  which  the  gray  gravels  occur,  are  shown 
in  the  cross-section  of  Suffolk  county.  Sheet  22,  Acc.  L  601. 

This  section  is  typical  of  eastern  Long  Island,  which  dif- 
fers somewdiat  from  the  extreme  westerly  end,  where  there 
are  surface  outcrops  of  the  consolidated  bed-rocks  which,  in 
Suffolk  county,  are  probably  600  to  1100  feet  or  more  below 
the  surface. 

Yellow^  Gravels 

The  yellow  (juartz  gravels  which  owe  their  distinctive  color 
to  their  coating  of  iron  oxide,  make  up  the  upper  strata  in 
Long  Island,  and  except  in  a  few  localities,  entirely  cover  the 
gray  sands  and  clays  beneath.  The  longitudinal  section  of 
southern  Long  Island.  Sheet  23.  Acc.  L  602,  shows  that  these 
yellow  sands  and  gravels  have  a  depth  of  80  to  200  feet,  and 
that  these  beds  arc,  on  the  whole,  thicker  in  Suffolk  county 
than  in  western  Long  Island. 

Fro-m  this  diagram  and  the  large  scale  sections.  Sheets  46, 
48  and  4<),  Aces.  55<>2,  .^30.3  and  5504.  it  ap])ears  that  not  only 
are  the  vellow  gravels  in  Suffolk  count)-  of  greater  depth,  but 
they  are  (juile  as  coarse  as  those  in  .\a>sau  and  (jueens  coun- 
ties, from  which  the  greater  part  of  ibe  waters  of  the  Ridge- 
wood  >n])j)l\-  is  drawn,  and  the  Suffolk  ("ount_\-  strata  ar?, 
therefore,  more  favorable  for  the  dexelopmeni  of  a  large 
groiuid-water  su])pK-  tlian  the  >ame  strata  in  western  Long 
Island.  'I'liere  is  no  evidiT.ce  in  the  Suffolk  County  borings 
to  show  that  there  are  any  imper\ious  beds  of  clay  in  the  yel- 
low gravel  strata,  yet  it  is  important  in  C(  Misidering  the  designs 
for  the  i)roposed  collecting  works  to  note  that  there  are  layers 
of  line  and  medium  ^and  here  and  tlu-re  that  must  in  some 
measnre  interrupt  the  free  vertical  movement  of  the  ground- 
water. 


SHEET  22 


MILES     FROM     SOUTH  SHORE 

I    '    '  ' 


CONNECTICUT 


/iigh/y  fo/ded  sed/menhry  and 
igneous  rocks  jmperi//ous  /o 
/r?oyep7enf  of  ground  ivafer 


500 


500 


1000 


PROBABLE  GEOLOGICAL 
CROSS  SECTION  OF 
LONG  ISLAND 

FROM  NEAR  BABYLON  TO  NORTHPORT 
AND   THE    CONNECTICUT  SHORE 

FEB    7  I908 


1500 


.  e.  BROWN  PRINTING  &  E 


ACC.L60I 


MILES    rROM  RID6E1W00P 


I  I  I  I  I  T  1 1  I  I  I  I  I  I  I  I  I  1 1  I  I  I  '  I  I  n 


200- 
300- 


Or  ay  Sonds 
OF    PROPOSED  SUFFOLK 


one/ 

COUNTV 


and  Gravel       I  ' 


'  3/tye  C/ays 

COLLECTING  WORKS 


Crysfo///'ne   bed  roc/r 
900  ft  or  more  be/ot^ 
surface  /n  sot/Zhern 
Saffo/A  County 


JOO 


zoo 


\0         line:  of  RID6EW000  COLLECTING  WORKS 

7'   MOST    OF   SUPPLY    DRAWN     FROM    VE.LLOW  GRAVELS 


GEOLOGICAL  SECTION 
OF  SOUTHEIRN  LON©  ISLAND 

ON    LINE  OF  PROPOSED 
SUFFOLK    COUNTY  AQUEDUCT 
FROM  RIDGEWOOD,  8ROOKLVN 
JOO  TO  QU06UE  IN   SUFFOLK    COUNT"  Y 

FE.B.  T,  190e 

400 


500 


"  ACC.L602 


PLAX  FOR  COLLECTIXG  WORKS 


169 


Table  12  shows  the  mechanical  analyses  of  the  yellow  sands 
and  gravels  taken  from  the  large  stovepipe  wells  that  have  been 
driven  along  the  line  of  the  proposed  collecting  works.  This 
table  sfives  the  effective  size  and  uniformitv  coefficients  of  the 
coarse  water  bearing  strata  and  of  the  finer  sands  that  separate 
them.  The  effective  size  of  the  coarse  material  that  would  be 
drawn  upon  by  a  well  system  ranges  from  0.3  to  10.0  milli- 
meters with  fairly  large  uniformity  coefficients,  indicative  of 
the  gravel  which  they  contain.  The  finest  of  the  yellow  sands 
in  these  wells  have  an  effective  size  of  0.2  millimeter,  and 
these  are  generally  uniform  and  therefore  pervious. 

It  is  interesting  to  compare  these  sands  with  water  bearing 
strata  from  which  other  ground-water  supplies  are  drawn: 


Effective  Uniformity 
Sample  Size  Coefficients 

Millimeter 


El  Monte  well  near  Los  Angeles,  Cal   0.17  7.1 

Burbank  wells  of  Los  Angeles  water-works   0.20  6.5 

Erlenstegen  wells.  Nuremberg  works   0..H.')  2.3 

Dune  sands  near  Amsterdam   0.18  1.4 


The  finer  strata  in  the  >'ell()w  gravels  of  southern  Suff'olk 
county  are  as  favorable  for  the  general  movement  of  the 
ground-water  as  any  of  these  materials  from  the  California 
wells  or  from  those  abroad.  There  appears  to  be  no  reason 
why  some  form  of  well  may  not  be  designed  to  collect  water 
from  any  or  all  of  the  yellow  gravels  that  have  been  found  in 
these  borings. 

The  sands  from  the  two  stovepipe  wells  near  I.os  Angeles, 
re])rcsent  strata  ojjposite  which  perforations  were  to  be  made 
in  these  casings  to  admit  the  sui)i)ly.  As  indicated  by  the  large 
uniformity  coefficients,  there  was  sufficient  gravel  mixed  with 
the  finer  sands  to  form  a  filter  about  the  well.  It  is  interest- 
ing to  note  that  the  El  Monte  well,  which  was  14  inches  in 
diameter.  1020  feet  deep,  and  perforated  for  324  feet  of  its 
length,  yielded  three  million  gallons  per  day.  The  wells  of  the 
Xuremberg  works  (see  Sheet  32.  Acc.  L  SI)  were  ])laced  in 
the  material  here  shown.  The  sui)ply  from  the  dune  works 
of  Amsterdam  is  collected  in  open  canals,  but  The  Hague 
sui)])ly  is  drawn  from  iiffiltration  galleries  in  the  same  lua- 
terial. 

The  transverse  section,  Sheet  47.  Acc.  .^595,  brings  out  the 


170 


APPEXDIX  3 


interesting  fact  that  the  yellow  gravels  are  coarser  in  the  center 
of  the  island  than  on  the  line  where  it  is  proposed  to  collect 
the  supply,  and  that  these  beds  are  still  finer  close  to  the  south 
shore.  This  is  but  to  be  expected,  as  the  material  was  de- 
posited by  southerly  flowing  water  from  the  face  of  the  glacier, 
and  the  coarser  material  was  naturally  dropped  first  and  the 
finer  material  carried  further  seaward.  The  coarse  soils  and 
substrata  of  the  center  of  the  island  make  these  out  wash 
plains  an  exceedingly  favorable  collecting  ground,  and  the  de- 
position of  the  finer  material  near  the  shore  protects,  to  some 
extent,  the  proposed  collecting  works  from  the  entrance  of 
brackish  water  from  the  south  shore  bays. 

Gray  Gravels 

The  great  mass  of  unconsolidated  material  underlying  the 
yellow  gravels  throughout  Long  Island  is  made  up  of  fine 
gray  and  white  sands  and  black  clays.  ]\Iuch  lignite  and  iron 
sulphide  are  found  at  all  depths.  Some  of  the  gray  sands  arc 
not  much  finer  than  the  finest  of  the  yellow  sands  above  them 
and  are  generallv  more  uniform.  The  coarser  gray  sands  have 
an  efifective  size  of  0.25  to  0.35  millimeter  and  a  uniformity 
coefficient  from  one  to  two,  but  all  contain  more  or  less  clay 
with  which  they  are  interbedded,  and  it  was  found  that  this 
clay  cuts  down  the  rate  of  ground-water  movement  through 
them.  The  many  thick  beds  of  clay  with  which  the  gray  sands 
are  interstratified  prevent  the  free  moxement  of  water  in  a 
vertical  direction  and  interfere  with  the  supply  of  rain-water 
from  the  surface.  These  gra\-  sands  are  too  fine  for  tlie 
screen  of  an  ordinarx-  well  and  there  is  no  gra\-cl  in  them  as 
in  the  yellow  gravels  to  form  a  natural  filter  to  exclude  the 
finer  material.  They  cannot,  therefore,  be  considered  as  water 
bearing  in  the  sense  thai  they  would  readily  give  up  iheir 
water,  although  the\-  would  (l()ul)tless  yield  a  small  amount 
of  water  if  wells  hax  ing  fine  strainers  of  the  Gook  or  Johnson 
type  were  drixen  in  tliem.  Tlie  depth  of  the  gray  sands  is 
such,  liowexer.  llial  the  developiiieni  of  the  water  in  tliem 
would  be  expensixc"  aiid  (|uile  unnecessary,  as  ihe  proposed 
sui)])l\-  can  be  intercepted  more  economically  in  the  yellow 
gravels. 

The  borings  thus  far  made  in  southern  SulTolk  coinit\-  have 
not  rex'ealed  an\-  beds  of  coarse  water  bearing  gra\el  in  these 
grav  sands,  although  the  larger  wells  were  driven  to  depths 


171 


TABLE  12 

^lECHAXICAL  AXALYSIS   AXD  CLASSIFICATION 

California   Stovepipe   Well   1,  Experi^iext  Statiox,  West  Islip, 
LoxG  Island,  14  Ixciies  in  Diameter.    Elevation,  }].  W.  S. 
Datum  :  Surface  of  Ground,  33.4;  Ground-water,  23.9 


Depth 
Below 
Sam-  Surface 
PLE  Feet 
No.,  ■  


From  To 


Kind  of 
Sampling 


Character  of 
Material 


Color 


Mechanical 
Analysis 

EflFec-  Uniform- 
tive      ity  Co- 
Size  efficient 


1 

0 

3 

Dry  

2 

3 

9 

3 

9 

12 

Sand  bucket 

4 

12 

17 

5 

17 

26 

7 

26 

38 

8 

38 

54 

9 

54 

60 

10 

60 

70 

11 

70 

75 

12 

75 

80 

13 

80 

88 

14 

88 

94 

15 

94 

97 

16 

07 

98 

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  gravel;  coarse  sand.  .  .  . 

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse,  medium  and  fine  sand  . 
Gravel;  medium  and  fine  sand. 

Medium  sand  


Coarse,  medium  and  fine  sand. 
Medium  and  fine  sand  


Gravel;  coarse  and  medium 
sand;  organic  matter  

Coarse  and  fine  gravel;  sand.  . 

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fiije  gravel;  coarse 
sand  


Light  brown .... 

0.35 

2.28 

0.47 

4.68 

White   and  yel- 

lowish brown.. 

0.73 

39.70 

0.51 

21.56 

Brownish  yellow. 

0.66 

23.18 

0.29 

1.75 

0.33 

1.85 

0.28 

2.00 

White  and  light 

yellow  

0.36 

1.36 

Brownish  yellow. 

0.35 

1.48 

White  and  light 

0.31 

1.55 

0.36 

2.22 

Brownish  yellow. 

0.39 

23.07 

1.30 

5.23 

2.20 

13.60 

172 


TABLE    12  (Continued) 

MECHANICAL  ANALYSIS  AXD  CLASSIFICATION 

California    Stovepipe   Well   2,  Experi.mext  Station,  \\'est  Islip, 
Long  Island,  12  Inches  in  Diameter.    Elevation,  B.  S. 
Datum:  Surface  of  Ground.  30;  Ground-water,  23.9 


Depth 
Below 
Sam-  Surface 
PLE  Feet 
No. .  .  


Kind  of 
Sampling 


Character  of 
Material 


Mechanical 
Analysis 


Color 


From  To 


Eflfec- 

TTnif  r»rm  - 

\J  iilL\Jl  III- 

itv  Co- 

:ze 

efficient 

0.43 

3.72 

*0.51 

0.59 

6. 01 

0.(50 

4.(j6 

0.45 

2.44 

10.5 

2.G() 

L35 

12.22 

0.33 

1.78 

LSO 

5.27 

0.90 

3.()0 

().()3 

12.3 

0.54 

4.81 

0.32 

1.05 

0.37 

2.38 

0.37 

4.05 

0.34 

1.70 

0.40 

1.87 

0.32 

1.50 

0.28 

1.78 

0.30 

1.73 

0.29 

1.72 

0.29 

1.75 

0.32 

2.18 

0.30 

2.50 

0.2S 

1.71 

0.3() 

2.22 

0.25 

1  (Is 

0.30 

1.00 

0.22 

1.03 

0.2ti 

1.05 

0.23 

1.78 

0.23 

l.()9 

().2f) 

1.57 

0.19 

2.00 

0.19 

2.00 

0.22 

1.77 

0.19 

1.94 

0. 1  S 

2.05 

0.(10 

IS.  3  3 

1 

0 

3.0 

2 

3.0 

4.5 

3 

4.5 

0.0 

4 

0.0 

7.1 

oA 

7.1 

10 

5B 

10 

12 

0 

12 

13 

7 

13 

10 

8 

10 

17 

9 

17 

18 

10 

18 

19.5 

11 

19.5 

21 

12 

21 

23.2 

13 

23.2 

25.2 

14 

25.2 

20.9 

15 

20 

29 

10 

29 

30 

17 

30 

33 

18 

33 

38 

19 

38 

42 

20 

42 

40 

21 

40 

48 

22 

48 

50 

23 

50 

52 

24 

52 

54.5 

25 

54.5 

50 

20 

5() 

58 

27 

58 

02 

28 

02 

04 

29 

(i4 

00.5 

30 

00.5 

08 

31 

OH 

70 

32 

70 

72.0 

33 

72.() 

74 

34 

74 

78.3 

35 

7S.3 

80 

37 

S2 

84 

38 

84 

8() 

39  A 

80 

88 

393 

8() 

88 

40 

88 

89.5 

41 

89.5 

91 

Dry 


Sand  bucket 


Gravelly  loam   Yellowish  brown. 

Clay;  sand   Blue-gray  

Fine  gravel;  coarse  and  med- 
ium sand   Yellowish  brown. 

Fine  gravel;  coarse  and  med- 
ium sand  

Coarse  and  medium  sand   Brownish  yellow. 

Coarse  gravel  

Coarse  and  fine  gravel;  coarse 
sand  

Coarse,  medium  and  fine  sand. 

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fine  gravel;  coarse 
sand  

Coarse,  medium  and  fine  sand  . 

Gravel;  coarse  and  fine  sand.  . 

Fine  gravel;  coarse  and  med- 
ium sand  

Coarse,  medium  and  fine  sand. 

Coarse  and  medium  sand  

Coarse,  medium  and  fine  sand. 


Fine   gravel;   coarse,  medium 

and  fine  sand  

Fine  gravel;   coarse,  medium 

and  fine  sand  

Coarse,  medium  and  fine  sand. 

Coarse  and  medium  sand  

Medium  and  fine  sand  

    Light  yellow  .... 

    Brownish  yellow. 

Fine  gravel;  medium  and  fine 

sand  

Medium  and  fine  sand  

Coarse  and  fine  gravel;  sand.  .   Rich  yellow  

Sandstone;  pyrites;  gravel.  .  .  .   Dark  brf)wn  .  .  .  . 

clay   Blue,    gray  and 

dark  brown.  .  . 
Coarse  and  fine  gravel   Brownish  yellow. 


7.58 


♦60  per  cent,  finer  than 


173 

TABLE   12  (Continued) 

MECHAXICAL  ANALYSIS  AXD  CLASSIFICATION 
California  Stovepipe  Well  3,  Experiment  Station,    West  Islip, 
Long  Island.  16  Inches  in  Diameter.  Elevation,  B.  W.  S. 
Datum:  Surface  of  Ground.  30;  Ground- water,  23.9 


Sam- 
ple 
No. 


Depth 
Below 
Sl-rface 
Feet 

From  To 


Mechanical 
Analysis 


Kind  of 
Sampling 


Character  of 
Material 


Color 


Effec-  Uniform- 
tive  ity  Co- 
Size  efficient 


1 

0 

Drv 

2 

2 

4 

3 

4 

6 

4 

6 

12 

5 

12 

13 

Sand  bucket 

6 

13 

15.5 

7 

13 

15.5 

" 

8 

15.5 

17 

9 

15.5 

17 

10 

17 

19 

11 

19 

21 

12 

21 

23 

13 

23 

25 

14 

25 

27 

15 

27 

29 

16 

29 

31 

17 

31 

33 

18 

33 

35 

19 

35 

37 

"  " 

20 

37 

39 

" 

21 

30 

41 

22 

41 

43 

23 

43 

45 

24 

4') 

49 

25 

49 

5 1 

26 

51 

53 

27 

53 

55 

28 

55 

57 

" 

29 

57 

59 

30 

59 

61 

31 

61 

63 

32 

63 

65 

33 

65 

67 

34 

67 

69 

35 

69 

71 

3<i 

71 

73 

37 

73 

75 

38 

75 

77 

39 

77 

79 

40 

79 

81 

41 

81 

83 

42 

83 

86 

43 

86 

87 

44 

87 

89 

45 

89 

91 

40 

91 

93 

47 

93 

95 

48 

95 

97 

49 

97 

99 

50 

09 

101 

Gravelly  loam  

Clay;  coarse  and  medium  sand; 

gravel.  

Coarse  and  fine  gravel;  coarse 

sand  

Fine  gravel;  coarse  sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

sand  

Coarse  and  fine  gravel;  coarse 

and  medium  sand  

Coarse  and  fine  gravel;  sand.  . 

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  gravel;  coarse  and  med- 
ium sand  

Coarse  gravel;  coarse  and  med- 
ium sand  

Coarse  gravel;  coarse  and  med- 
ium sand  

Coarse  gravel ;  coarse  and  med- 
ium sand  

Coarse  gravel;  coarse  and  med- 
ium sand  

Coarse  and  fine  gravel;  coarse 
and  medium  sand  

Coarse  gravel;  coarse  and 
medium  sand  

Coarse  gravel;  coarse  and 
medium  sand  

Coarse  gravel;  coarse,  medium 
and  fine  sand  

Coarse  gravel;  coarse,  medium 
and  fine  sand  

Coarse  gravel;  coarse,  medium 
and  fine  sand  

Coarse,  medium  and  fine  sand. 


-Medium  and  fine  sand.. 


Light  brown .... 

Brownish  gray .  . 

Yellowish  brown. 
White  and  light 

vellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

vellow  

White  and  light 

yellow  

White  and  light 

yellow  

Brownish  yellow. 


Coarse  and  fine  gravel;  coarse 

and  medium  sand   Light  brown.  .  . 

Coarse     gravel;     coarse  and 

medium  sand   "        "       .  •  .  . 

Coarse     gravel;     coarse  and 

medium  sand  

Coarse  and  fine  gravel;  sani. 
Coarse     gravel;     coarse  and 

medium  sand   "        "      .  .  .  . 

Medium  and  fine  sand   Brownish  yellow. 


0.37 

0.31 

0.55 

0.68 

2.0 

1.5 

1.1 

1.1 

0.85 

2.0 

0.50 

0.62 

0.51 

0.60 

0.42 

0.47 

0.52 

0.37 

0.36 

0.42 

0.37 

0.35 

0.35 

0.34 

0.33 
0.29 
0.35 
0.2fi 
0.29 
0.32 
0.23 
0.26 
0.27 
0.28 
0.26 
0.34 
0.24 
0.23 
0.22 
0.26 
0.27 
0.27 

0.35 

0.37 

0.57 
0.65 

0.37 
0.31 
0.27 
0.32 


2.97 

4.84 

4.18 

2.50 

11.5 

16.0 

11.8 

16.36 

19.4 

9.30 

38.0 

32.2 

25.5 

30.8 

2.40 

5.95 

32.6 

35.1 

2.11 

8.09 

2.46 

2.57 

1.97 

2.23 

1.93 
1.89 
1.88 
1.84 
1.76 
1.53 
1.78 
1.57 
1.78 
1.50 
1.54 
1.26 
1.70 
1.78 
1.68 
1.61 
1..50 
1..55 

19.1 

25.4 

25.4 
40.0 

2.42 
1.54 
1.52 
1.47 


174 


TABLE   12  (Continued) 

MECHANICAL  ANALYSIS  AND  CLASSIFICATION 

Califorxia  Stovepipe  ^^'ELL  4,  Experiment  Station,  Lindenhurst, 
Long  Island,  14  Inches  in  Diameter.    Elevation,  B.  W.  S. 
Datum:   Surface  of  Ground,  30;   Ground-water,  22.3 


Depth 
Below 
Sam-  SURF.A.CE 
PLE  Feet 

No..  

From  To 


Kind  of 
Sampling 


Character  of 
Material 


Color 


Mechanical 
Analysis 


Effec-  Uniform- 
tive      i  ty  Co- 
Size  efficient 


Sand  bucket .   Loam;  sand;  vegetable  matter .   Brown   0.31  2.00 

Gravelly  loam                              ^  "    0.37  4.32 

"        Coarse,  medium  and  fine  sand.  Yellow   0.24  2.17 

  White  and  light 

yellow   0.37  3.78 

Gravel;    coarse    and    medium  White  and  light 

sand                                          yellow   0.34  3.82 

"         "        Gravel;  coarse    and    medium  White  and  light 

sand                                            yellow   0.39  5.41 

"  "        Gravel;    coarse    and    medium  White  and  light 

sand                                          yellow   0.35  6.28 

"  "        Coarse  gravel  and  coarse  sand..  White  and  light 

yellow   0.60  35.00 

Gravel  and  medium  sand   White  and  light 

yellow   0.43  13.25 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow   0.8G  30.20 

"  "        Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow   0.79  34.2 

"  "        Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow   0.93  G.88 

"         "        Coarse  and  fine  gravel;  coarse 

sand                                        Brownish  yellow.  0.55  4.91 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow   0.51  11.70 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow.  ......  0.78  11.30 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                            yellow  ...  0.43  34.90 

Gravel;   coarse   and   medium  White  and  light 

sand                                           yellow.  ......  0.40  5.25 

Gravel;    coarse    and    medium  White  and  light 

sand                                            yellow   0.3()  2.G1 

Gravel;    coarse   and    medium  White  and  light 

sand                                           yellow..  ......  0.38  10.00 

"         "        Coarse,  medium  and  fine  sand.  White  and  light 

yellow   0.35  2.11 

"  "  "      "      "      Yellow. white  and 

light  yellow.  .  .  0.34  2.56 
Yellow, white  and 

light  yellow.  .  .  0.6G  13.50 
Yellow, white  and 

light  yellow.  .  .  0.38  2.13 
Yellow, white  and 

light  yellow.  .  .  0.32  1.62 
Gravel;    coarse    and    medium  Yellow, white  and 

sand                                           light  yellow.  .  .  0.4G  2.30 

Gravel;   coarse   and    medium  Yellow, white  and 

sand                                            light  yellow.  .  .  0.37  3.83 

Coarse  and  medium  sand   Yellow, white  and 

light  yellow..  .  0.32  2.03 
Coarse  and  fine  gravel;  coarse  Yellow, white  and 

sand                                           light  yellow..  .  0.57  2.19 

Coarse  and  fine  gravel;  coarse  Yellow,  white  and 

sand                                         light  yellow. .  .  0.42  2.74 


1 

0 

2 

2H 

5 

3 

5 

G 

4 

6 

9 

5 

9 

11 

6 

11 

13 

7 

13 

15 

8 

15 

17 

9 

17 

19 

10 

19 

21 

11 

21 

23 

12 

23 

25 

13 

25 

27 

14 

27 

29 

15 

29 

31 

16 

31 

33 

17 

33 

35 

18 

35 

37 

19 

37 

39 

20 

39 

41 

21 

41 

45 

22 

45 

47 

23 

47 

49 

24 

49 

51 

25 

51 

53 

26 

53 

55 

27 

55 

57 

28 

57 

59 

29 

59 

Gl 

Coarse  and  fine  gravel  

Gravel;  coarse  and  fine  sand. 

Medium  and  fine  sand  

rse  and 


175 


TABLE   12  (Continued) 

MECHAXICAL   AXALYSIS   AXD  CLASSIFICATIOX 

California   Stovepipe    Well  5    at  Experiment   Station,  Wyan- 
DAxcii,  Long  Island,  12  Inches  in  Diameter.  Elevation,  B.W.  S. 
Datum:   Surface  of  Ground,  56;  Ground-water,  51 

Depth  Mechanical 

Below                                                                       ■  Analysis 

Sam-    Surface        Kind  of                 Character  of  ,  ■  . 

PLE       Feet           Sampling                   Material                        Color  Effec-  Uniform- 

tive  ity  Co- 
Size  efficient 

Loam  and  gravel                         Brown   0.52  10.00 

Coarse  and  fine  gravel                Brownish  yellow.  0.76  36.00 

Coarse  and  fine  gravel;  coarse 

sand                                             "             "  0.36  6.11 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.42  6.78 

Gravel;    coarse   and    medium  White  and  light 

sand..                                        yellow   0.49  4. OS 

Gravel;    coarse    and   medium  White  and  light 

sand                                           yellow   0.365  11.40 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.62  12.40 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.52  9.88 

Coarse  and  fine  gravel;  medium  White  and  light 

sand                                           yellow   0.45  32.90 

Coarse  and  fine  gravel;  medium  White  and  light 

sand                                           yellow   0.41  15.10 

Gravel;    coarse   and    medium  White  and  light 

sand                                          yellow   0.35  2.14 

Coarse  and  fine  gravel;  medium  White  and  light 

sand                                           yellow   0.37  13.50 

Coarse  and  fine  gravel;  medium  White  and  light 

sand                                           yellow   0.415  13.80 

Coarse  gravel;  medium  sand .  .  White  and  light 

.  yellow   0.41  34.10 

Coarse  and  fine  gravel;  medium  White  and  light 

sand                                           yellow   0.40  35.00 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.39  10.50 

Coarse  and  fine  gravel;  sand.  .  White  and  light 

yellow   1.60  17.50 

"     .  .  White  and  light 

yellow   0.41  20.20 

Gravel;    coarse    and   medium  White  and  light 

sand                                           yellow   0.38  4.47 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.41  31.70 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                         yellow   0.38  8.97 

Coarse  and  fine  gravel;  sand .  .  White  and  light 

,  ^                                yellow   0.44  18.00 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.51  2.55 

Coarse  and  fine  gravel;  coarse  White  and  light 

sand                                           yellow   0.425  31.70 

Gravel;    coarse    and    medium  White  and  light 

sand                                           yellow   0.40  10.00 

Gravel;   coarse   and   medium  White  and  light 

^  sand                                           yellow   0.35  4.57 

Coarse  and  fine  gravel;    sand  White  and  light 

yellow   0.73  35.30 

Coarse  and  fine  gravel   White  and  light 

yellow   8.7  3.39 

clay...  Brownish  yellow.  6.1  4.00 
Coarse  and  fine  gravel;  coarse  White  and  light 

,  sand                                           yellow   0.37  5.24 

Coarse  and  fine  gravel;  coarse  White  and  light 

,  sand                                           yellow   0.57  5.61 

Coarse  and  fine  gravel;  clay. .  .  Light  gray   0.125  2.16 

Coarse  and  medium  sand ;  clay.       "      "    0.16  2.88 

Gravel;  coarse  and  medium 

sand                                      Yellowish  gray .  .  0.40  6.00 


From 

To 

1 

n 
u 

2 

1 

4 

Q 
O 

6          "  " 

4 

6 

10 

5 

10 

1  o 

6 

1 5 

18          "  " 

•7 
t 

9(J 

Q 
O 

on 

22 

9 

22 

10 

24 

26 

11 

26 

28 

12 

28 

30 

13 

30 

32 

14 

32 

34  " 

15 

34 

3() 

16 

36 

38 

17 

38 

40 

18 

40 

42 

19 

42 

44 

20 

44 

46 

21 

46 

48 

22 

48 

50 

23 

50 

52 

24 

52 

54 

25 

54 

56 

26 

56 

58 

27 

58 

60 

28 

60 

62 

29 

62 

64 

30 

64 

66 

31 

66 

68 

32 

fiH 

70 

33 

70 

72 

34 

72 

74 

176 


TABLE    12  (Continued) 

^lECHAXICAL   ANALYSIS   AXD  CLASSIFICATIOX 

California  Stovepipe  \\'ell  6,  Corner  Grand  Boulevard  and  44th 
Street,   Xorth  of   Islip,  Long  Lsland,   12   Inches  in 
Diameter.  Elevation,  B.        S.  Datum:  Surface 
OF  Ground.  37.5  ;  Ground-Water,  24.8 


Depth 
Below 
Sam-  Surface 
PLE  Feet 
No..  ■  


Mechanical 
Analysis 


Kind  of 
Sampling 


Character  of 
Material 


Color 


From 

To 

1 

0 

3 

2 

3 

5 

3 

5 

7 

4 

7 

10 

5 

10 

14 

6 

14 

17 

7 

17 

20 

8 

20 

22 

9 

22 

24 

10 

24 

26 

11 

26 

28 

12 

28 

30 

13 

30 

32 

14 

32 

34 

15 

34 

36 

16 

36 

•  38 

17 

38 

40 

18 

40 

42 

19 

42 

44 

20 

44 

46 

21 

46 

48 

22 

48 

50 

23 

50 

52 

24 

52 

54 

25 

54 

56 

2() 

56 

58 

27 

58 

(iO 

28 

60 

62 

29 

62 

64 

3(J 

64 

68 

31 

68 

70 

32 

70 

72 

33 

72 

71 

34 

74 

76 

35 

76 

7H 

30 

78 

80 

37 

80 

82 

38 

82 

84 

39 

84 

86 

40 

86 

HS 

41 

HH 

90 

42 

90 

92 

43 

92 

94 

44 

94 

96 

45 

9() 

98 

4(5 

98 

100 

47 

100 

102 

4K 

102 

101 

49 

104 

10(> 

50 

106 

108 

51 

108 

110 

Effec- 

Uniform- 

ity Co- 

sYze 

efficient 

0.26 

2.08 

0.33 

2.00 

0.34 

1.62 

0.40 

33.75 

0.30 

2.03 

0.58 

6.03 

0.32 

5.62 

0.41 

5.61 

0.34 

2.35 

0.34 

2.65 

0.32 

1.81 

0.34 

1.85 

0.33 

1.67 

0.35 

2.51 

0.37 

2.97 

0.36 

1  58 

0.35 

2.11 

0.36 

1.89 

0.33 

2.18 

0.34 

1.74 

0.36 

1.78 

0  32 

1.66 

0.34 

1.56 

0.24 

1.79 

0.33 

1.70 

0.28 

1.64 

0.18 

2  06 

0.25 

L88 

0.26 

1.85 

0.28 

1.64 

0.34 

1.35 

0.24 

1.20 

0.25 

1.68 

0.25 

1.64 

0.24 

1.79 

0.27 

1.74 

0.31 

1.77 

0.24 

1.75 

0.29 

2.00 

0.24 

2.79 

0.24 

1.96 

0.27 

1.96 

0.30 

1.90 

0.32 

1.53 

0.34 

1.62 

0.28 

1.90 

0.28 

1.79 

0.25 

1.68 

0.28 

1.71 

0.28 

1.79 

0.19 

2.21 

Sand  bucket .   Sandy  loam   Light  brown  . 

Coarse  and  medium  sand  

"        Coarse,  medium  and  fine  sand.      "  yellow. 
"  "        Coarse  and  fine  gravel;  sand.  . 

"        Gravel;    coarse    and  medium 

sand  

"  "        Coarse  and  fine  gravel;  coarse 

sand  

Gravel;    coarse    and  medium 

sand  

"        Coarse  and  fine  gravel;  coarse 

sand  

"        Gravel;    coarse    and  medium 

sand  

"        Gravel;    coarse    and  medium 

sand   Yellow  

"  "        Gravel;    coarse    and  medium 

sand   "   

"        Coarse,  fine  and  medium  sand.  "   


Coarse    gravel;    coarse  and 

medium  sand   "   

Gravel;    coarse    and  medium 

sand   "   

Coarse  and  medium  sand   "   

Coarse,  medium  and  fine  sand.  "   

Gravel;    coarse    and  medium 

sand   "   

Gravel;    coarse    and  medium 

sand   "   

Coarse,  medium  and  fine  sand.  "   

Gravel;   coarse   and  medium 

sand   "   

Coarse,  medium  and  fine  sand.   Rich  yellow 


Gravel;   coarse,   medium  and 

fine  sand  

Medium  and  fine  sand  


Coarse,  medium  and  fine  sand. 

Medium  and  fine  sand  

Coarse,  medium  and  fine  sand. 
Medium  and  fine  sand  


Dark  yellow  . 

Dark  brown  . 
Light  brown 
Dark  brown . 


Dark  vellow 


("oarsc,  medium  and  fine  sand. 

Medium  and  fine  sand  

Gravel;   coarse,    medium  and 

fine  sand  

Coarse,  medium  and  line  sand. 

Gravel;   coarse,    medium  and 

fine  sand  

Coarse,  medium  and  fine  sand. 


Coarse  gravel;  medium  and 
fine  sand   '' 

Coarse,  medium  and  fine  sand. 

Medium  and  fine  sand  

Coarse,  medium  and  fine  sand.   Dark  l)r()wn 

Medium  and  fine  sand  

Coarse  gravel;  medium  and 
fine  sand  


177 


TABLE   12  (Continued) 

MECHANICAL  ANALYSIS   AND  CLASSIFICATION 

California  Stovepipe  Well  7,  North  of  Patchogue,  and  Easterly 
Side  f)F  Patchogue  Lake,  Long  Island,  12  Inches  in  Diame- 
ter.   Elevation,  B.  \\\  S.  Datum  :  Surface  of 
Ground,  25.7;   Ground-water,  18.2 


Sam- 
ple 
No. 


Depth 
Below 
Surface 
Feet 

From  To 


Kind  of 
Sampling 


Character  of 
Material 


Color 


Mechanical 
Analysis 

EfFec-  Uniform- 
tive      ity  Co- 
Size  efficient 


1 

0 

1. 

2 

1.5 

5 

3 

8 

2 1 

5 

11 

15 

6 

15 

19 

7 

19 

23 

8 

23 

27 

y 

27 

10 

32 

35 

11 

35 

40 

1  o 

•lU 

A  A 

13 

44 

47 

14 

47 

51 

15 

51 

55 

16 

55 

59 

17 

59 

63 

18 

63 

67 

19 

67 

71 

20 

71 

75 

21 

75 

79 

79 

83 

23 

83 

87 

24 

87 

91 

25 

91 

95 

26 

95 

99 

27 

99 

103 

28 

103 

107 

29 

107 

111 

30 

111 

117 

31 

117 

121 

32 

121 

125 

33 

125 

129 

34 

129 

35 

133 

137 

36 

137 

1  n 

37 

141 

145 

38 

145 

149 

39 

149 

153 

40 

153 

157 

41 

157 

161 

42 

161 

167 

43 

167 

170 

44 

170 

174 

4.-> 

174 

176 

1.5   Sand  bucket .  Sandy  loam   Light  brown  ...  . 

Coarse,  medium  and  fine  sand.  Light  yellow.  .  .  . 

Gravel;    coarse    and  medium 

sand   "        "      .  .  .  . 

Coarse    gravel;     coarse  and 

medium  sand   "        "      .  .  .  . 

Coarse    gravel;     coarse  and 

medium  sand   "        "      .  .  .  . 

Coarse,  medium  and  fine  sand.  "        "      .  .  .  . 

Coar.se    gravel;     coarse  and 

medium  sand   "        "  .... 

Coarse,  medium  and  fine  sand.  "        "      .  .  .  . 

"             "  Brownish  yellow. 


Medium  and  fine  sand  

Medium  and  fine  mica's  sand 


Light  brown  .  . 
Light  yellow.  . 

Rich  yellow. .  . 


Brownish  yellow 

Medium,    fine    and  sup:;rfine 

micaceous  sand  

Medium,    fine    and  superfine 

micaceous  sand  

Coarse,  medium  and  fine  sand. 

Coarse  and  medium  sand   "  " 

Coarse    gravel;    coarse  and 

medium  sand  

Coarse  gravel;  coarse,  medium 

and  fine  sand   " 

Fine  and  superfine  sand  and 

clay   Brownish  black. 

Coarse,  medium  and  fine  sand.   Dark  brown  .  .  . 

Hard  clay   Black  

Coarse,  medium  and  fine  sand.  Dark  yellow.  .  . 

Light  yellow.  .  . 


0.32 

1.97 

0.33 

2.27 

0.30 

1.67 

0.32 

1.78 

0.37 

1.89 

0.375 

2.24 

0.35 

2.28 

0.335 

1.82 

0.32 

1.69 

0.35 

2.48 

0.35 

1.77 

0.29 

1.'79 

0.28 

1.78 

0  28 

1  86 

0.32 

l'.75 

0.28 

2.00 

0.255 

2.08 

0.24 

1.96 

0.255 

1.80 

0.28 

2.28 

0.32 

1.75 

0.32 

1.75 

0.205 

1.80 

0.19 

1.97 

0.18 

2.14 

0.18 

2.33 

0.21 

1.93 

0.225 

1.82 

0.225 

1.77 

0.23 

1.74 

0.13 

2.31 

0.12 

4.0!) 

0.10 

3.3f) 

0.15 

2.77 

0.25 

2.20 

0.37 

1.89 

0.42 

1.89 

0.39 

1.79 

0.42 

2.21 

0.26 

3.1 1 

*0.25 

0.20 

2.70 

0.26 

2.27 

0.165 

3.09 

*60  per  cent,  finer  than 


178 


TABLE    12  (Continued) 
.MECHANICAL  ANALYSIS  AND  CLASSIFICATION 

California  Stovepipe  Well  8,  at  Road  Ixtersectioxs   One  Mile 
North  of  Brookhaven  Railroad  Station,  Long  Island,  12  Inches 
in  Diameter.  Elevation,  B.  W.  S.  Datum  :  Surface 
OF  Ground,   35.5 ;  Ground-water.  22.7 


Depth  Mech.\xic.\l 

Below  Analysis 

S.\M-     Surface  Kind  of                 Character  of  ,  .  •  . 

PLE        Feet  Sampling                    AL\terial  Color  EfTec-  Uniform- 

Xo.  ,  ,  tive       ity  Co- 

From     To  Size  efficient 


1 

0 

2 

Dry  

Light  brown .... 

0.10 

6.25 

2 

2 

3 

Clay  

Light  yellow.  .  .  . 

*0.13 

3 

3 

4 

Coarse  and  fine  gravel;  coarse 

White  and 

light 

0.54 

25.93 

4 

4 

8 

Coarse     gravel;     coarse  and 

White  and 

light 

medium  sand  

0.43 

2.09 

5 

8 

12 

Sand  bucket . 

Coarse  and  medium  sand  

White  and 

light 

vellow 

0.42 

1.81 

6 

12 

15 

"  " 

Coarse    gravel;     coarse  and 

White  and 

light 

medium  sand  

vellow 

0.43 

2.79 

7 

15 

18 

Coarse,  medium  and  fine  sand. 

White  and 

light 

0.33 

2.24 

8 

IS 

22 

Gravel;    coarse   and  medium 

White  and 

light 

sand  

vellow 

0.39 

3.08 

9 

22 

20 

Coarse  and  fine  gravel ;  coarse 

White  and 

light 

sand  

vellow 

0.04 

43.75 

10 

2() 

30 

"  " 

Gravel;   coarse   and  medium 

White  and 

light 

sand  

vellow 

0.30 

1.89 

11 

30 

34 

Coarse    gravel;     coarse  and 

White  and 

light 

medium  sand  

yellow  . 

0.39 

123.00 

12 

34 

38 

"  " 

Coarse  and  fine  gravel;  coarse 

White  and 

light 

sand  

vellow 

0.78 

20.92 

13 

38 

42 

Coarse,  medium  and  fine  sand. 

White  and 

light 

vellow ,  , 

0.32 

1.92 

14 

42 

40 

Coarse  gravel;  medium  sand  .  . 

White  and 

light 

vellow.  . 

0.42 

0().7 

15 

40 

50 

Coarse,  medium  and  fine  sand. 

White  and 

light 

vellow  .  . 

0.34 

l.SS 

If) 

50 

54 

Gravel;    coarse    and  medium 

White  and 

light 

yellow .  . 

0.30 

2.14 

17 

54 

58- 

Gravel;    coarse    and  medium 

White  and 

light 

sand  

vellow  .  . 

0.35 

2.77 

18 

58 

02 

Gravel;    coarse   and  medium 

White  and 

light 

yellow .  . 

0.37 

2.43 

10 

i\2 

(;o 

Gravel;   coarse,   medium  and 

White  and 

light 

fine  sand  

yellow 

0.2S 

2.14 

20 

(iO 

70 

Coarse,  medium  and  fine  sand. 

White  and 

light 

vellow 

0.24 

l.SS 

21 

70 

74 

White  and 

light 

vellow 

0.2S 

2.00 

22 

74 

70 

White  and 

light 

vellow 

0.24 

2.00 

23 

70 

SO 

White  and 

light 

vellow 

0.20 

1.92 

24 

SO 

S4 

While  and 

light 

vellow 

0.21 

2.17 

25 

84 

88 

White  and 

light 

\i-llow 

0.21 

2.05 

20 

HH 

91 

Medium  and  fine  sand  

White  and 

light 

vellow 

0.24 

2.00 

27 

91 

95 

Coarse,  medium  and  fine  sand. 

White  and 

light 

vellow 

0.27 

1.86 

2S 

95 

99 

White  and 

light 

vellow  . 

0.29 

1.02 

29 

99 

103 

While  and 

light 

vellow 

0.20 

1.07 

TABLE   12  iConchided) 

Well  8  (Concluded) 


179 


Depth  Mechanical 
Below  Analysis 
Sam-    Surface         Kind  of  Character  of 


PLE        Feet  Sampling  Material  Color  Effec-  Uniform- 

Xo. ,   .  tive      ity  Co- 

From     To  Size  efficient 


30 

103 

105 

• 

31 

105 

109 

32 

109 

113 

33 

113 

117 

34 

117 

121 

35 

121 

125 

36 

125 

128 

37 
38 
39 
40 

128 
132 
136 
138 

132 
130 
138 
142 

41 

142 

140 

42 

140 

150 

43 

150 

155 

44 

155 

158 

45 

158 

102 

46 
47 

102 
100 

100 
170 

48 

170 

173 

49 

173 

177 

50 

177 

181 

51 

181 

185 

52 

185 

189 

53 
54 

55 

189 
193 
197 

193 
197 
202 

Sand  bucket.    Coarse,  medium  and  fine  sand.  White  and  light 

yellow  

Coarse    gravel;    coarse    and  White  and  light 

medium  sand   yellow  

Gravel;  medium  and  fine  sand.  White  and  light 

yellow  

Coarse,  medium  and  fine  sand.  White  and  light 

yellow  

White  and  light 
yellow  

Medium  and  fine  sand   White  and  light 

yellow  

"    White  and  light 

yellow  

Fine  and  superfine  sand   Light  brown  .... 


Coarse,  medium  and  fine  sand. 


Gravel;  coarse  and  medium 
sand  

Coarse  and  fine  gravel;  coarse 
and  medium  sand  

Coarse  and  fine  gravel;  coarse 
sand  

Compacted  clay  and  sand 
intermixed  

Gravel;  sand;  trace  of  clay..  .  . 

Coarse  and  fine  gravel;  coarse 
sand  

Coarse  and  fine  gravel;  coarse 
sand  

Gravel;  medium  and  fine  mica- 
ceous sand  

Coarse  and  medium  micaceous 
sand  

Medium  and  fine  sand;  sand- 
stone   

Gravel;  coarse,  medium  and 
fine  sand  

Coarse,  medium  and  fine  sand. 


White  and  light 

vellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

White  and  light 

yellow  

Yellowish  green.. 

White  and  light 
yellow  

White  and  light 
yellow  

Light  gray  


0.225 

0.33 

0.28 

0.27 

0.19 

0.185 

0.14 

0.07 
0.085 

0.21 

0.285 

0.315 

0.32 

0.72 

0.43 

0.57 

0.38 

0.32 

0.285 

0.24 

0.29 
0.25 
0.32 
0.37 


*0.15 


1.84 

56.10 

2.11 

1.91 

2.00 

1.73 

1.96 

3.29 
2.82 

2.50 

2.03 

2.03 

10.00 

36.11 

4.42 

42.11 

2.16 

7.81 

1.84 

2.17 

1.89 
2.20 
1.50 
1.46 


*  60  per  cent,  finer  than 


180 


APPENDIX  3 


of  400  to  500  feet;  one  was  driven  to  820  feet  and  another  to 
940  feet  below  the  surface.  There  have  been  no  indications 
of  the  clean  water  l^earing-  gravels  below  the  upper  clay  beds 
at  depths  of  150  to  200  feet,  which  form  an  important  water 
horizon  at  some  of  the  stations  of  the  Ridgewood  system  in 
western  Long  Island. 

As  indicated  in  the  probable  cross-section  of  Long  Island, 
Sheet  22,  Acc.  L601,  the  blue  or  black  clays  do  not  form  con- 
tinuous layers  that  could  be  considered  anything  like  an  im- 
pervious floor.  Thev  evidentlv  lie  in  lenticular  masses,  irregu- 
larlv  interstratified  with  the  fine  gray  sands.  Even  without 
an  impervious  clay  floor  at  any  depth,  it  is  evident  that  the 
supplv  of  fresh  water  to  the  deep  beds  of  gray  sands  must 
come  from  the  surface  through  several  hundred  feet  of  fine 
sand  and  clay  above  them. 

Fallacy  of  Coxnecticut  Origin  of  Lon'G  Island  Ground- 

W' ATERS 

The  impossibility  of  fresh  ground-waters  reaching  Long 
Island  from  the  mainland  has  been  discussed  on  page  73  of 
this  report.  The  coarse  gravels,  if  they  exist  in  continuous 
beds  in  the  lower  portion  of  these  gray  sands  beneath  the 
south  shore  of  Long  Island,  cannot  possibly  receive  any  water 
from  the  Connecticut  shore.  Sheet  22,  Acc.  L  601.  shows  that 
no  fresh  water  can  reach  these  strata  through  the  imjuTvious 
bed-rocks  or  the  equally  im])ervious  blue  clays  or  boulder 
clays  which  cover  these  bed-rocks  in  Connecticut,  and  form 
a  more  or  less  continuous  mantle  over  the  cretaceous  beds. 
The  grav  sands  and  gravels  found  (^n  the  north  side  of  the 
island  do  not  extend  as  far  as  the  Connecticut  shore  and  are 
without  doubt  filled  with  salt  water  under  the  sound. 

COLLI'CTIO.V    ()1<    (iKOL'XD-WATl'.R    L\  Yia.LDW 

GRAVELS 

Considering  the  absence  of  the  gray  gravels  at  moderate 
depths  in  southern  Sufl'olk  county,  and  the  obstacles  to  the 
movement  of  ground- water  in  the  fine  gray  sands  that  are  pre- 
sented bv  the  tiiick  inter>tratified  cla\-  beds,  the  greater  part 
of  the  southerly  llowing  ground-water  that  it  is  proposed  to 
collect  in  Suffolk  county  nnisl  How  in  the  coarse  yelhnv  sands 
and  L-ravels.  and  should  he  Leathered  in  them. 


PLAX  FOR  COLLECriXG  WORKS 


181 


Both  wells  and  infiltration  galleries  have  been  adopted  for 
large  ground-water  deA'elopments  on  Long  Island,  and  these 
types  of  construction  will  now  be  considered  for  the  proposed 
Suffolk  County  collecting  works. 

WELL  SYSTEM 

Except  as  the  ground-waters  reach  the  surface  in  springs, 
which  were  one  of  the  earliest  and  purest  sources  of  domestic 
supply,  the  waters  in  the  earth  have  generally  been  obtained 
from  wells  of  one  form  or  another.  On  Long  Island  and 
elsewhere  in  similar  formations,  the  collection  of  even  large 
supplies  of  ground-water  by  other  means  is  still  exceptional. 
From  the  many  types  of  wells  that  have  been  designed  it  is 
essential  to  determine  that  which  best  meets  the  conditions 
imposed  by  the  Suffolk  County  conditions,  and  find  the  proper 
size,  depth  and  spacing. 

Depth  of  Wells 

The"  geological  sections  of  southern  Suft'olk  county  show 
that  layers  of  fine  and  medium  sand  separate  the  coarser 
yellow  gravels  from  which  it  is  proposed  to  draw  the  supply. 
These  strata  of  fine  sand  are  not  impervious  and  do  not  pre- 
vent the  vertical  movement  of  the  ground-water,  but  the  flow 
of  much  water  through  them  transverse  to  their  beds,  results 
in  considerable  loss  of  head.  Shallow  wells  in  the  upper  strata 
of  the  yellow  gravels  would  only  intercept  the  entire  ground- 
water flow  by  a  lowering  of  the  ground-water  surface  at  the 
wells,  suflicient  to  give  a  difference  in  head  between  the  deep 
yellow  gravels  and  the  surface  strata,  equivalent  to  the  fric- 
tion losses  through  or  around  the  semi-impervious  layers. 

The  interference  to  free  vertical  movement  of  ground- 
waters by  strata  of  medium  and  fine  sand,  is  illustrated  in 
diagrams.  Sheets  24,  25  and  26,  Aces.  L  342,  L  343  and  L  616. 
which  are  taken  from  the  report  of  the  Rurr-Hering-Freeman 
Commission.  The  first  diagram.  Sheet  24.  Acc.  L  v342.  shows 
the  effect  of  pumpagc  at  the  Merrick  driven-well  station  of 
the  Brooklyn  works.  Although  the  water  in  the  upper  gravels 
where  the  service  wells  are  located,  was  depressed  8  to  12 
feet,  the  head  in  the  deeper  strata  where  there  were  no  service 
wells,  was  lowered  only  three  to  four  feet.  The  difference 
in  the  amount  of  depression  represented  the  friction  loss  be- 
tween the  upper  and  lower  strata.  rcf|uircd  for  the  movement 


SHEET  24 


degr£:es        inches  e.levationof  water  in  test  wells  daily  pumpa&e 

fahrenheit       depth  above  brooklyn  water  dept  base  in  feet  million  gallons 


DE.GRtES  INCHES  ELEVATIONOF  WATERIN  TEST  WELLS  DAILY  PUHPAtE 

FAHRENHEIT  DEPTH  ABOVE  BROOKLYN  WATER  DEPT  BASE  IN  FEET  MILLION  GALLONS 


.  ^   r  c         ...  n     .cr.  MERRICK  DRIVEN  WELL  STATION 

Depth  of  Service  Wells -45f  op  jhe 

Depfhof  Deep  Test  Well- 105ft  BROOKLYN  WATER  WORKS 

Depth  of  Stiallow  Test  Wells-45ft.  EFFECT   OF  PUMPAGE 

ON  GROUND  WATER 
IN  1902 

From  Plate  XII  App.Vllof  Report  of                               feb.  3  leos 
Burr-Hering- Freeman  Commission  n.w.s.  ■»;■>      acc.  l  542 


SHEET  25 


Depth  of  Service  Wells  -  55  ft  to  91ft. 


AGAWAM  DRIVEN  WELL  STATION 
OF  the: 

BROOKLYN  WATER  WORKS 
EFFECT  OF  PUMPAGE 
ON  GROUND  WATER 


From  Plate  XI  App  VII  of  Reporf  of  'N  1902 

Burr-Merinq-  rreemon-Commission  b w.s.  3C4  f£b.  a  \so&  AccLMS 


184 


APPEXDIX  3 


of  the  water  upward  to  the  wells.  In  like  manner,  the  second 
diagram.  Sheet  25,  Acc.  L  343,  shows  how  little  the  surface- 
waters  at  the  Agawam  station  were  effected  by  pumping  of 
the  deeper  wells. 

The  diagram,  Sheet  26,  Acc.  L  616,  makes  still  clearer  the 
reason  for  the  faihire  of  a  shallow  well  to  intercept  the  entire 
ground-water  movement.  This  diagram  is  intended  to  indicate 
the  conditions  found  in  southern  Suffolk  county,  supposing 
the  "  impervious  clay  floor  "  represents  the  top  of  the  fine 
gray  sand  and  black  clays.  The  normal  pressure  lines  in  the 
deep  strata  represent  the  artesian  heads  that  exist  aU)ng  the 
south  shore. 

The  pumping  down  of  the  water  in  the  well  which  is  repre- 
sented here  as  penetrating  only  the  upper  gravels,  most  aft'ects 
the  pressure  lines  nearest  the  surface  and  may  not  sufficiently 
lower  the  pressure  lines  in  the  deeper  strata  to  divert  the 
entire  flow  to  the  well.  If  the  well  were  pumped  deep  enough, 
however,  the  line  of  pressure  in  even  the  deepest  strata  would, 
of  course,  be  lowered  and  inflected  in  l^oth  directions  toward 
the  well.  Then  the  entire  yield  of  the  watershed  would  be 
collected.  Aside  from  the  greater  lift  on  which  the  pumps 
would  work  and  the  resulting  larger  cost  of  operatitMi,  it  has 
been  seen  that  a  great  lowering  .of  the  water-table  in  southern 
Suffolk  countv  is  not  desirable,  because  it  may  result  in  draw- 
ing sea-water  into  the  collecting  works,  and  ])()ssi1)l\-  cause 
much  annoyance  to  the  local  residents. 

It  is  e(|uall\'  undesiral^le  to  drive  deep  wells  that  draw  only 
the  lower  strata.  If,  in  the  example  here  ])resenle(l.  a  well 
were  driven  to  the  clav  floor  and  only  perforated  or  i)rovide(l 
with  screen  sections  in  the  lower  gravels,  the  surface  slope  of 
the  groinid-water  in  the  up])er  gravels  would  n.)t  be  greatly 
affected  bv  a  moderate  lowering  of  the  ])ressure  in  the  deep 
strata  and  the  flow  in  the  upper  strata  would  not  be  inter- 
cepted. In  this  instance,  a  lowering  of  the  deep  pressure 
gradient  sufficient  to  intercept  the  surface  llnws  would  more 
likely  draw  in  sea-water  than  if  the  surface  groinid-waters 
were  lowered  to  the  same  depth. 

if  wells  are  driven  to  the  full  deplh  of  tlie  \ell.)\v  gravels 
and  screen  sections  or  i)erf()ralion.s  are  provided  at  all  (lej)ths 
where  the  gravels  are  sufficiently  coarse  to  be  water  bearing, 
the  lines  of  pressure  at  the  wells  will  be  coincident  at  all 
depths,  and  the  entire  ground-water  tlow  can  be  collected 


SHEET  26 


/Vormo/  d/recf/on  of 
groi/nc/  ivo^r  /7?ot^e/nenf 
/n  ye//okv  ^ray^e/s 
yv/fh  //nes  of  pressure 


Limjl?^--''    Moyemen/^  of  ^ 
-  -  B  -  -  "  (^roi/nc/  y/afer  resu/f/n^ 

'loafer      ^        -  Pump/nff  of 


C/pper  Qrai/^e/s 


H  \V  S.  n2S 


LOSS  OF  GROUND  WATER  FLOW 

THROUGH    MODERATE  PUMPING 
OF   SHALLOW  WELLS 


Acc.  L  616 


186 


APPEXDIX  3 


with  a  minimum  lowering  of  the  water-table,  a  minimum  loss 
of  head  in  the  wall  of  the  well,  and  a  minimum  lift  for  the 
pumps. 

Grouping  of  \\'ells 

Just  as  it  is  essential  to  the  safe  and  economical  operation 
of  the  collecting  works,  to  draw  water  directly  from  all  strata 
in  which  it  is  flowing,  it  appears  preferable,  under  conditions 
that  exist  in  southern  Long  Island,  to  intercept  the  ground- 
water l3y  means  of  a  continuous  line  of  wells  at  frequent 
intervals  along  the  proposed  aqueduct  line,  rather  than  by 
groups  of  wells  at  stations  one  to  two  miles  apart.  The  de- 
pression of  the  water-table  that  is  necessary  to  collect  the 
entire  ground-water  flow  and  obtain  adequate  storage  would 
naturally  be  less  at  each  of  a  continuous  line  of  wells  from 
500  to  1.000  feet  apart,  than  at  widely  separated  groups  of 
wells. 

This  is  brought  out  on  Sheet  27,  Acc.  L  614,  which 
shows  typical  transverse  and  longitudinal  sections  of  the 
proposed  collecting  works  in  southern  Suffolk  county.  In 
order  that  no  water  may  escape  to  the  sea  between  the  gr()U]:)s 
of  wells,  the  ground-water  surface  and  the  deep  pressure 
gradient  must,  at  every  point  on  the  line  of  the  collecting 
works,  be  inflected  away  from  the  ocean  towards  the  wells. 
The  greater  lowering  of  the  ground-water  near  the  groups  of 
wells  to  effect  this  result  is  evident.  Aside  from  the  danger 
of  drawing  in  salt  water  in  pumping  deeply  at  each  group  of 
wells,  the  greater  efficiency  of  the  pumps  at  the  central  sta- 
tions is  likely  to  be  more  than  oft'set  1)y  the  greater  lift  re- 
quired bv  the  greater  depression  of  the  water-lable  that  is 
necessary  at  the  central  pumping-station. 

It  can  be  stated  that,  with  few  exceptions,  the  water  has 
never  been  lowered  siifflciently  at  any  of  the  old  driven-well 
stations  of  the  IJrooklyn  works  to  i)rcvcnt  the  loss  of  some 
water  between  them.  Had  attempts  been  made  to  prevent  the 
esca])e  of  water  between  many  ot"  the  existing  stations  by 
deeper  ])nm])ing.  the  inflow  of  salt  water  could  hardly  have 
been  avoided.  l-'nrtliermore,  nuich  more  annoyance  would 
have  been  gi\en  the  local  residents  in  Nassau  and  Queens 
counties  by  the  greater  disturbance  in  the  surface  of  the 
t^round-water  near  these  puniping-stations. 


PLAN  FOR  COLLECTING  JJ'ORKS 


187 


Type  of  Wells 

So  important  to  the  Long  Island  investigations  has  the 
selection  of  the  proper  type  of  wells  appeared,  that  the  well 
systems  of  all  the  important  ground-water  works  both  in  this 
country  and  abroad  have  been  studied  with  a  view  of  securing 
the  well  most  suitable  for  the  collection  of  a  large  ground- 
water supply  in  the  loose  sands  and  gravels  of  Suffolk  county. 

European  \\'ell  Practice 

In  Table  13  are  tabulated  statistics  of  wells  that  have  been 
designed  in  the  European  ground-water  works,  and  sketches 
of  many  of  these  are  shown  on  Sheets  28  to  33,  inclusive, 
Aces.  L  76  to  LSI,  inclusive.  The  material  shown  here  was 
collected  by  the  writer  in  1904,  in  studying  many  of  the  Euro- 
pean water-works,  and  it  is  submitted  here  because  it  has  been 
suggestive  of  many  new  ideas  for  the  proposed  Suffolk  County 
works. 

It  is  apparent,  however,  from  these  sketches,  that  they  have 
designed  nothing  abroad  that  differs  very  much  from  the  types 
of  wells  that  arc  in  use  here.  For  shallow  wells  up  to  40  feet 
in  depth,  there  is  probablv  nothing  better  than  the  "  Dollard  " 
or  "  tile  "  well,  that  was  designed  some  years  ago  by  a  liabylon 
well  driver  to  meet  Long  Island  conditions,  and  which  has 
since  been  used  witli  success  on  the  Brooklyn  works.  With 
the  additional  layers  of  graded  gravels  that  have  been  placed 
around  the  Xuremberg  wells  (Sheets  31  and  32,  Aces.  L  80 
and  L81),  tliis  ty])e  of  well  could  be  ])laccd  in  fairlv  fine 
material. 

A  well  after  the  style  of  those  in  the  W'annsec  ])lant  of 
the  Charlottenl)uro-  works.  Sheet  29,  Acc.  L  79,  in  which  a 
screen  section  is  placed  at  each  water  bearing  stratum,  or  the 
smaller  well  of  similar  construction  designed  by  Halbertsma 
at  Weisbaden  and  'iHburg  (not  shown)  answers  the  require- 
ment of  permitting  each  water  bearing  stratum  to  be  drawn 
upon.  .Sections  of  the  ordinary  wrought-iron  pipe  with  ^/^-inch 
to  ^-inch  holes,  common  in  tlie  screen  section  of  some  of  the 
Long  Island  plants,  would  answer  fully  as  well  as  the  more 
elaborate  and  expensive  cast-iron  sections  shown  in  the  Char- 
lottenburg  wells,  which,  it  is  interesting  to  note,  are  some- 
what similar  to  wells  that  were  used  on  the  Brooklyn  works  in 
the  early  days. 


188 


(0 

H 

Z 

< 

J 

a. 

(C 

ui 

H 

< 

^ 

a 

z 

tH 

o 

cc 

< 

uJ 

s 

SHEET  28 


Copper 
Screen 
No.ZS  rvire 
mesh. 


!3creen 
remo  i^ec/ J 
Brass  sir/ps 

^crei^ecf  and 

casing. 


^a/  var?/^  ^d  /kO  n 
8 


Ouier  Cas/n^  3^ 
cs^/a.    is  f/'rs/- 
a/fjk'en  orfca/  /han 
rv/^hcJrat^n  io  some 
a//s/a/7ce  he/o>v  //re 
/oyi^esf  frou/iaf 

a/'/er p/ac/r?^  ^he 
/j^tf //  //je/f.  T/7e 
/op  o/  //?e  /v*?// 
Js  //ter?  re/ryo^&a/ 
/$  f/.  oSoye  ho:^/o/n 
o/  ou^er  casjr?^ 

su  ch'on  of  s-ame 
£7'/c:?/7?e/'er  we// 
Sf  /'s  JO  ser/ed 
cy/  Top 


Well  Casinq 


/ns/c/e  Coup>/in^ 


T/'^h^  rjrpt^  ^/  /o/3  /fo/a/) 
Screen  /r?  p/ace 


lVe//s  construc/ec/  /n  /90/  .  //d  tVe/Zs  //?  jo/an-^ 
7b /a/  c/eZ/y^ery  ^c'.S  M//.  ^c?/.  per  i:/<ay.  AZctA^/mu/r? 
c/e//i^ery  of  one  yve//  -         ycj/.  per  rr?/r?u/e . 


Detail  of  Wells  at 


•  W.S.  :!T( 


Tegelersee 

Moy  1907 


Berlin 


Acc  L77 


SHEET  29 


A  — 


 A 


Ot:ye>en/3hon 


pinned 


Css-h  Iron 
Pipe 


Screen  Secfion 
Cas-t  Iron  i 
-frame.,  coy^red 
v^iHi  t>ress 
Screen .  '/s^ 
W  i/^'nresh. 


-A  holes  in 
Cross  se,c^-hon 


M/e//  h(2.3d  in  dossed 
in   meson ry  nian  hole 


To  Suchon 

ma/h,  Flew  is 
Confrolle^  by  ^^1-^ 
 y3l\/e,  3H3C^cd  he,r&, 

1^  3u r  1^3 ce^  Of^  ground 

~^rirsf  secHon  ob-h.  20 fi. 
in  lengf-h  ,  ^ighl-  copp&r 
ixjbe  y'd/^m. 

Hound  rubber  pao/ung 
rings  3 re  plaae-c^  in  each 
joint  above.  +he  kv^/^ 
-hahle,. 


^^^^mx^^  CBSf-  Iron  pipe..  6^ 
fse^Hy        dism.  All  pinne^d 
'^ff-)      i-o<ge,thery^il^  loose- 
joinf^  below  sutf3o& 


x2% 


Cas>-h  iron 
^  pipe.  be-l-yv<2-^ 
Sore&n  secH'orrs 


03pp(^d 


Screen  Se/iJion 

(same,  as  ^bov^.) 
One.  of  H-rese.  /s- 
placed  oppo si  he- 
each  ryal-er-besfincr 
^■f-raf-utrj .    Some  ^ 
yve^l/s  a-h  )^^3trr73€^e, 
have  Hiree  SecHon^ 
///re  this 


of-  ground  wsl-er 

There,  are   OS  t/ve^/s 
of  f/h/s  /y/oe  af  i^onnsee 
f ran-?  SO  /o  /oofeef  (deep^ 

Average  G/eht/cry  of 
pMr?t  JS  /3.2  Af/'/  Ga/.per  £;/ay, 

Z?ey/i/ery  o/  one  ive  //  = 
/J3  ^<y/-  /oer  m/'nc^/e 

The\/  c^re  c^yy^fruc/ed 

cr/r/i^/n^  ^  cas/r?^  some- 
/v/^^/'  /ar-^er  f/hyyr?  /he 
ri/e//  ^^<a  pc////r?^ 


Wells  at 


n.w  s 


Wannsee 


Charlottenburq 


SHEET  30 


Copper^ 
T'ube.  for 
obse,rv3hof9 

of  /leighf- 

of  \/V3fe.rin 
we.l( 


ridtrf-  packed 
jo'frrf. 


To  suchfon 
main. 


Valve  for  reg- 
fion  of  ffo^ 
of  vv<zl[ 

Casi-  Iron  hfesd 


joinf- 


Obsen/ 
~<3fron  -hjhe 


Surface,  of^nourrc 


Cov^rin^ 
V3l  ve.  3trd 
Qbse.rv3hon 
-hjb& .  Cover 
is  JocJKed. 


^  Cast  Iron  pipe, 
Gin.  diam, 

^Ai I joinhi,  3re.  loosiz- 
3nd  he.ld  by  pm^ 

Ground     ^/^^  h3ndf,no 
 Wsi^r      <^<^^'rr^^  <  See  PeJow) 


Tioht  copper  suohon 


in. 


P/ns 


A.  hol<z^  in  cro3  5  3e<Jion 

Ces't  iron  fr-amf^ 
Covered  w'rhh  Copper- 
SCA-ee/7,  No.  IG  wire. 


on 


Wells  of  Hii's  '/^yp^  were 
consfruc-hed  in  1887 3 nd 
183^  3f  Nsunhof. 

Th(2.re.  are,  183.  of  Hiese. 
\^e.l(s  m  boHi  pfsnfs  Hi  ere 
end  ■hoge.-Hie.r  de-Z/vcr-  3n 
overa<ge,  supp/y  of  25".  A/// 
Gaf5.  per  dsy . 

A  Kcrac^e  delivery  of 
one  we,ff  95.  g3//ons 
per  minuf^^  ^ 
Co  si-  of  e^ch  we//=  2oo. 
A  cad/ng  ^o/7?e  yy/?<::^/' 
farmer  fhon 


Aversge  deprhh 
of  i^ells  -46. /fee/: 


■//7/5    /Ye//  15 

c^r/\/en  fir-^t:  fhe   we /J  is 
//7e/7  ^/c::^ced  i^  'iih/n  £7 no/  /Ac 
-f/r.^/  yv  'ithd ravYn , 


-or 


Ey&  fc 
harrdfi'rr<y  o^S/ng 


Wells  at 
Naunhof.  Leipsic 


ACC.L78 


SHEET  31 


Surface  of  ^roun^J 


£/e//\^e*-y  of  tYe// 


These  yve//s  are  corjsfr-ucfec^  ^y 
firs/-  s/'r/A^'n^  ou/er-  cy/'/hcT'er   52  '  o/zo.  . 

ce?s//7^    yy//f?    s^cree/?         ^r^ye/  /s 
pfc^cec/  C?//  cyyfr?cyt^r:s  ore 

^c//ecy  ocj/  eJrce/:>f   //?£>  yve//  /'fse/f. 

yVc/Zs    cons/rc^c-^cc/  0/  l^r^^ri/rfc^ 

//?  /Se^  :    eJ  ^c//s  £:i/e//yer  -^.J  /y?,  '/ 
/:fer  a^cpy .      Afi^^x//^/ cj/77  y/e/a' 


LJ. 


—  Concrete.  BfocK 
by  whi'oh  -ho  Spackz. 
i-h<2.  -t\.rnpor<^ry  hjk^> 
3nd  tfxi^.  ^r<^<^. 


Wells  at 
Ur  sprung,  Nuremberg 


L8C 


SHEET  32 


^ur fa of  ^7/-^^/^^ 


Vl  tc 


SuoHon 
6  "ixD  " 

d/am. 


'/3  5>^<?  co/7s/roc/e£^ 
oyer-  C/rsprur?^  JVe//s^  J/i  co/r7^/&/-e  /a^g/-^ 


/e/e 


32  y/e//s ,     y^yez-c/^e  c^efi^er/-  of  <a/f  ~ 
3.6  M)/  ^is/.  per  c/c»y .  A^£3Jr/z77uyT7 
y/e/c/    of  o/-?e    t^e//  -  /oer- 


Wells  at 
Erienstegen.  Nuremberg. 


Acc  LSI 


SHEET  33 


These  Wells  construcfec/  in  /898  at 
To/Za^v//?  or?  £/he  aboi^e  Sa/op^e 
Dresden 

There  ore  //  yveJ/s  /n  p/c)ce ,  o/  yy/p/ch 
one  Tur/7/'s^ecJ  cona/enser  yya/er 
7o/cj/  ay^e/-£7^e  y/e/c/  of  /O  yye/Zs  -  /0.6  /V/'/ 
^CJ/.  joe/-  c:/c)y. 

Marx/'rr)c/r77  y/e/c/  of  one  yye//  =  7J^  ^1^/. 
per  m/nu^e      Cosf  of  each  yre//  *360O 

Par f /on  of  t^cJ^er  comes  from  £'/Ae , 
MouneJ  bu//f  abou^  /Off  h/^h  fo  exc/o¥c/e 
i^/a^er  of  £Jbe  in  fi'me  o/  f/oocf 


BFflC/f  MAN ff OLE 


Sechorfa/ 
Cjst  Iron   Ca  s/n ^ 

tv/'//?  ^/g  J<  3  //o/es 
for  cfJm/ss/on  of  yva/e. 


•3urface  of  ^nounc/ 


A/orma/  c/ei^afion  of yrounc::/  i/v^a/er 
abou^  ■f-hai'  of  surface  of  £/fe  fff^er 


/  /o  yver/n^  of  ^rour?cf  yvcj/er 


^A^cfA//77u/rf  /oyverjn^  of ^rounc/  tvcj/er 


.jGrave.1 


Blue  Clay  Tfoor 


  Wells  af 

Tolkewitz ,  Dresden 

Movj  /90  7  Acc..L76_ 


PLAX  FOR  COLLECTING  WORKS 


195 


American  Well  Practice 

The  wells  of  the  first  public  water-supplies  in  this  country 
were  large  open  wells  similar  to  the  small  dug  wells  that  have 
been  used  from  time  immemorial  for  domestic  supply.  After 
them  the  driven  well  of  small  iron  pipe  came  into  use  and 
these  have  in  turn  given  way  to  larger  tubular  wells  of  iron, 
bronze,  and  vitrified  clay. 

The  change  in  well  practice  on  the  Ridgewood  system  of 
the  Brooklyn  water-works  is  described  by  Assistant  Engineer 
William  W.  Brush,  in  Appendix  4.  The  Ridgewood  works 
represent  the  largest  ground-water  development  in  this  coun- 
try, if  not  in  the  world.  ^lany  types  of  wells  that  have  been 
used  in  American  practice  have  been  tried  out  on  the  Brooklyn 
works  and  the  conclusions  drawn  from  the  experience  there  is 
most  important  in  planning  works  for  Suffolk  county.  At  the 
present  time,  the  Department  of  Water  Supply  uses  6  to  8-inch 
])ipe  casings  for  deej)  wells  and  the  so-called  tile  well  8  to  10 
inches  in  diameter  for  depths  of  30  to  40  feet. 

In  the  diagrams,  Sheets  34  and  35,  Aces.  L  204  and  L  643, 
are  exhibited  a  few  types  of  wells  that  have  not  found  general 
use  on  the  Brooklyn  works.  In  the  first  place  is  shown  a 
sketch.  Sheet  34,  Acc.  L  204.  of  a  Dollard  well  and  the  gravel 
filter  as  originally  designed,  which  is  the  prototype  of  the  tile 
well  of  the  Brooklyn  works.  Since  the  wells  of  the  proposed 
Suft'olk  County  development  are  to  be  at  least  100  feet  in 
depth,  the  Dollard  or  the  tile  well  cannot  be  adopted  without 
some  modifications,  because  it  is  impossible  to  place  the  tiles 
and  properly  surround  them  with  gravel  at  depths  over  40  or 
50  feet. 

Perhaps  the  (lerman'-,  in  the  Nuremberg  wells,  are  a  little 
ahead  of  us  in  their  more  expensive  perforated  bronze  tubes 
in  place  of  the  tiles,  because  of  greater  ease  in  handling  and 
less  danger  of  breakage,  and  for  the  reason  that  the  metal 
tube  can  be  pulled  up  and  used  again,  while  the  tiles  would 
necessarily  be  left  in  place  if  the  w^ell  became  clogged  and  was 
abandoned.  Like  the  tile  well,  this  bronze  casing  and  gravel 
filter  cannot  be  placed  at  greater  depths  than  40  feet. 

Another  interesting  type  of  well  that  has  been  designed 
in  this  country  is  that  of  Mr.  Dabney  H.  Maury,  a  sketch  of 
which  is  shown  on  Sheet  35,  Acc.  L  643.  This  represents  the 
well  driven  during  the  past  year  at  Garden  City  for  the  supply 
of  that  community.    Wells  of  this  type,  15  feet  in  diameter, 


SHEET  34 


3 hell  pc<^  down  by  loading  with 
sa/7d^  bag^  while  material  inside  is 
withdrawn  Jby  mec^ns,  first  of  eartti 
au(ger  and  later  hy  sand  buctfet. 


Shee/-  iron  Shetl 

Temporary 


0       0  D 


0  r#D  0 
D  Q  D  D  D 


D  D  0  D  D 


D"^0  0  D  J  [ 

D  oj'i'  a 


-S  o  5 

3J .  t: 


DOLLARD  OR  TILE  WELL 

AS  ORIGINALLY  MADE 
IFt. 


20  Cm. 


JULY  24,  1907. 


Acc.L  204 


SHEET  35 


rE/.  84  Or o and  Surface 


I  I  o       0       o  I 

'   '     \  •  °  _  o     •     '  .' 

V    \  I  O        0      o      •  . 

,M  I  •  o  •  o  • 


B roc  kef       o:  ■  c  ;  9   . .  „  . 

Coarse  Ve/Zci^  Sand 
o  oric/  coarse  grave/ 

.  C.'  ' 

•^£>      ExcQva^/on  mode  in  open 
pit  down  to  ground  v^oter 
/eye/ .  Caisson  ossemb/ed 
and  /ooded,  /hen  ma/erio/ 
removed  ui/itti  orange - 
pee/  Jt>uc/ret  Ti/ve/ve 
~   days  rec^u/red  /o  s/nA 
caisson  in  water  from 
dep//?  of  FOft  /o  62  ft 
Max /mum  /ood  -  //O  fons 
egu/vo/ent  to  /30  /ds  per 
s^cvare  foot  of  surface 
:  .     £ij(caya//on  finished  and 
i  f:        ptotes  removed  from 
;  ir?s/de  of  s/ra/ner  shett 

  „.,'^t2S  under  air  pressure 

Fme  gray  sond  y^^^^  portion  of  wett  or 
^ith  ctay^da//s^     ^^^^       ^^^^  ^^f^^ 

^£/^  Z3  //^/^t  to  at  to  yy  pump  to 
K^^'^^^^Jt^     be  p/oced  beto^  ground 
kYater  and  /n  order  to 
/otver  ground  water 

%^  ■  Coarse  -.■i  jf'^^f-        ■      ,    ,  , 
^  9  ©    Offfc/ot pufr}pfnq  test  not 

■'.  5on d  and  • 
?^  ."^coarse 

^  °.oravet  -o  C'.ty  of  New  York 

^  \  ^  -^T  .  .  .        'o  .  BOARD  OF  WATER  SUPPLY 

Vo^o"  ^  "  3  LONG  ISLAND  SOURCES 

k  .     \««.'o°  >'o'^  THE  MAURY  WELL 


o 'o 


3^ 


VERTICAL  SECTION 


£/,4^     OF  THE  GARDEN  CITY 
WATER  WORKS 

2        0        2        4  6 

FEB  25  I908 

ACC.L643 


198 


APPEXDIX  3 


have  been  constructed  and  seem  well  adapted  for  small  public 
supplies.  For  a  large  continuous  development,  such  as  pro- 
posed in  Sufifolk  county,  they  are  too  expensive  and  cannot  be 
driven  as  deeply  as  the  water  bearing  gravels  in  Sufifolk  county 
demand.  This  well  bears  some  resemblance  to  those  of  the 
Tolkewitz  plant  of  the  Dresden  works.  Sheet  33,  Acc.  L  76, 
and  is  in  line  with  the  tendency  in  favor  of  large  wells,  which 
is  noticeable  both  in  this  country  and  abroad. 

California  Stovepipe  Wells 

With  the  amount  of  iron  that  exists  on  Long  Island  and 
the  readiness  with  which  it  precipitates,  it  is  c[uite  likely  in 
the  course  of  time  that  most  any  well  will  become  clogged 
beyond  the  ordinary  methods  of  cleaning,  and  must  be  replaced. 
The  cheapest  well  for  any  given  diameter  that  will  yield  a 
large  supply  of  water  is,  therefore,  the  most  desirable,  and 
the  California  stovepipe  well  promises  to  be  the  least  expensive 
and  perhaps  the  best  well  for  the  proposed  Suffolk  County 
works.  This  w^ll,  which  was  described  in  a  report  of  the 
writer  dated  November  10,  1905,  has  been  tried  out  in  Sufifolk 
county  during  the  past  year,  and  the  results  of  the  cxi)eriments 
have  justified  the  high  opinion  in  which  this  type  of  well  is 
held  in  California. 

A  well  of  this  kind,  24  inches  in  diameter,  which  is  now 
proposed  for  the  Suffolk  County  works,  is  shown  on  Sheet 
36,  Acc.  L641.  Details  of  the  experiments  made  u]^on  the 
stovepipe  wells  near  l>abyl()n  and  the  conclusions  as  to  their 
proper  size  and  spacing  for  the  Suffolk  County  works  are 
given  in  A])pendix  5.  It  is  estimated  that  24-inch  wells  r.f 
the  sto\epi])e  type,  100  to  200  feet  in  depth,  if  driven  on  a 
large  scale,  may  be  completed  for  $7  per  foot,  which  is  but 
little  greater  than  the  cost  of  the  much  smallcM-  wells  of  the 
UrookKn  work^.  This  cost  compare's  favorab]\-  with  those 
of  wells  tabulated  in  Table  13,  page  ISS.  A  stove])ipe  well 
100  feet  deep  would  rcadiK-  yield  700  gallons  per  minute, 
uhicli  would  make  the  cost  in  terms  of  one  gallo]i  per  min- 
ute $1. 

As  noted  on  this  sketch,  it  is  essential  that  there  be  a  cer- 
tain amount  f)f  gravel,  fine  or  coarse,  in  the  sands  where  the 
perforations  in  the  casings  are  made  in  order  to  form  the 
necessary  filler  to  exclude  the  finer  material  in  the  water  beai"- 
ing  strata.  Where  sufficient  coarse  material  is  not  found  w  ithin 
the  first  30  or  40  feel  of  the  well,  screened  gra\-el  may  be 


SHEET  36 


g-Q  N0I1D3S 


Q  P 
< 


1^ 
J;       <l)       <b  V  (5 


!^ 


t  o 


"J      O       ^  C-  Q 
~       '-"Si  h 


a.  =r  a. 
o  a  iL 


a 

O 

o 
z 

P  oo 

O  0 
Ui  S> 


5  o  w  (O  a  : 
s—  o 


•I 

<0  \ 


■8?      0  <i)  X 

^  >^  ^ 


c:  «ii  ^ 


■si 


^  li;  5 


•0  c^ 


■   1-  Oo'^o'^gPoOpO- 


200 


APPEXDIX  3 


placed  about  tlie  casing-  at  the  surface  and  allowed  to  settle 
down  to  cover  the  perforations  as  the  sand  is  pumped  out. 

It  is  believed  that  the  stovepipe  well  can  be  adapted  to  all 
conditions  found  along  the  line  of  the  proposed  collecting- 
works  in  Suffolk  -county.  Liberal  estimates  have,  however, 
been  made  on  the  number  of  wells  and  in  the  unit  price,  in 
order  to  cover  the  cost  of  a  more  expensive  type  of  well  should 
this  be  found  necessary  in  some  localities  wliere  the  strata 
may  be  found  unfavorable  for  perforating  the  stovepipe 
casings. 

Wells  with  Artificial  Gravel  Filter 

The  drawing-,  Sheet  37,  Acc.  L  559,  shows  a  studv  of  a 
well  with  a  graded  gravel  filter  like  those  of  the  Xurembcrg 
wells  to  exclude  finer  material  than  that  in  which  the  stove- 
pipe well  can  be  perforated.  As  shown  in  the  drawing,  tliis 
well  is  designed  to  be  placed  wathin  a  large,  speciallv  designed 
stovepipe  casing  which  can  afterwards  be  withdrawn  and  used 
again.  A  well  of  this  type  can  l)e  constructed  to  a  depth  of 
100  feet  or  more.  It  is  estimated,  however,  to  cost  about  $20 
per  foot,  which  is  much  more  expensive  than  the  largest  well 
of  the  stovepipe  type,  that  has  l)een  considered. 

Clogging  of  Wells 

One  of  the  most  serious  difficulties  that  has  been  met  in  the 
operation  of  ground- water  collecting  works  on  Long  Island 
has  been  the  clogging  of  the  screens  of  the  wells.  This  has 
seriousl}-  reduced  the  delivery  of  many  stations  in  sj)itc  of 
efforts  to  keep  the  screens  of  the  wells  clean.  The  character 
of  the  sediment  found  in  some  2-inch  shallow  wells  of  the 
Ridgewood  system  is  shown  below,  which  is  taken  from  the 
annual  report  of  the  City  Works  Department  of  Ih'ooklyn  for 


1806,  and  represent.^ 

;  some 

analyses 

by  Professor 

Peter  T. 

Austin. 

Forest 

Forest 

Clear 

Clear 

Jameco — 

Stream — 

Stream — 

Stream- 

Stream — 

Well  24 

Well  14 

Well  41 

Well  42 

Well  9 

West 

East 

East 

West 

Per  cent. 

Per  cent. 

Per  cent. 

Per  cent. 

Per  cent. 

Silica  

10 

1.27 

S.IS 

2.40 

0.20 

Present 

7.S.();{ 

74.07 

4.").  00 

7.i;{ 

1.11) 

I.'LIO 

o.4r) 

Trace 

Present 

Present 

Present 

Phosphates  

Present 

Trace 

Present 

10.33 

ir).71 

29.18 

14.  i  5 

SHEET  37 


202 


APPEXDIX  3 


The  report  accompanying  these  analyses  stated  that  "  The 
sediments  *  *  *  consist  of  clay,  sand  and  ochre  in  various 
proportions.  The  tubes  are  not  sufficiently  corroded  to  make 
it  possible  that  the  sediments  have  formed  to  any  extent  by 
the  corrosion  of  the  iron.  The  cake  from  the  outside  of  the 
tube  differs  from  the  sediment  in  the  inside  of  the  tubes, 
chiefly  in  the  greater  content  of  silica  or  sandy  matter.  This 
difference  is  doubtless  caused  by  the  filtration  eff'ect  of  tlic 
strainer,  the  sandy  matter  not  being  able  to  pass  through." 

After  several  years'  use,  these  well  points  become  quite 
filled  inside  with  this  loose  reddish  sediment  and  the  fine  sandy 
material  immediately  outside  ([uite  cements  together,  filling 
the  small  holes  in  the  casing  outside  of  the  screen  so  tightly  as 
to  almost  exclude  the  passage  of  water.  So  hard  is  this  ma- 
terial that  it  cannot  be  removed  by  washing  out  die  wells, 
and  the  original  yield  of  the  well  can  only  be  restored  by 
replacing  the  screen  section. 

The  suggestion  of  Professor  Austin  that  this  sediment, 
which  is  from  50  to  75  ])er  cent,  iron  oxide,  did  not  arise 
from  the  corrosion  of  the  iron  casing,  would  ap])ear  to  be 
borne  out  by  the  recent  examinations  of  the  tile  wells  of  the 
Brooklyn  works.  Although  there  is  no  iron  whatever  in  these 
casings,  yet  one  at  tlic  Jameco  station,  which  was  examined 
this  spring,  was  c|uite  filled  with  the  same  reddish  sediment 
found  in  the  small  iron  wells.  This  is  an  8-inch  tile  well 
constructed  in  Januar)-.  1^)06;  is  50  feet  in  depth,  and  is  jier- 
forated  in  tiie  lower  40  feet.  The  bottom  of  this  well  for 
35  feet,  was  t'ound  to  be  com])letely  filled  with  llie  reddisli 
deposit  of  iron  clay  and  fine  sand,  and  some  was  found  in 
the  horizontal  suction  pipe  leading  from  the  well.  An  anal\sis 
(d'  this  sediment  showed  it  to  contain  among  oiher  material : 


Siliceous  matter    7.6  per  cent. 

Oxide  of  iron    41  . 1 

ahiniiniiin    10.6  " 

"  manganese    0.7 


The  yield  of  the  four  tile  wcIN  .-ii  this  station  has  male- 
riallv  decreased  during  tlie  last   four  \cars. 

Another  tile  well  at  the  Spring  (  Veek  station  was  also 
e-vaniined.  This  wc-ll  was  constrneted  at  about  the  same  tinu' 
as  that  at  the   lanieco  station,  but  only  clean  sand  with  bnl 


FLAN  FOR  COLLECFING  WORKS 


203 


a  trace  of  iron  was  found.  The  difference  in  the  conditions 
of  the  wells  at  these  two  station.s  is  apparently  due  to  the 
greater  amount  of  iron  at  Jameco.  In  October,  1907,  there 
were  7.5  parts  per  million  in  the  water  from  the  shallow  wells 
at  the  Jameco  station  and  only  0.3  part  in  the  shallow  wells 
at  Spring  creek. 

The  deposits  in  the  wells  are  evidently  made  up  of  iron 
contained  in  solution  in  the  ground-water  which  is  precipi- 
tated there,  and  mixed  with  the  tine  sand  and  clay  drawn 
in  from  the  material  surrounding  the  casing.  Some  crenothrix 
was  found  in  the  sediment  from  the  Jameco  well,  and  it  is 
quite  likely  that  some  of  the  material  in  this  well  resulted 
from  the  active  growth  of  this  and  other  forms  that  thrive 
in  waters  impregnated  with  iron  and  manganese. 

It  is  of  interest  to  note  that  some  of  the  large  wells  of  the 
Tolkewitz  plant  of  the  Dresden  works  have  contained  some 
crenothrix,  and  the  novel  expedient  of  dosing  these  wells 
with  potash  was  adoj)ted  because  the  crenothrix  would  not 
grow  in  an  alkaline  solution.  The  wells  aff'ccted  in  this  i)lant 
were  those  nearest  the  I'Jbe  aiid  in  \\hic]i  the  most  iron  oc- 
curred. 

Where  iron  is  aljundanl,  a  tyi)e  (^f  well  should  be  chosen 
that  has  large  openings  to  give  freedom  from  clogging,  if 
these  iron  deposits  are  formed.  'Hie  ( iermans  have  generally 
used  screens  with  a  larger  mesli  tlian  is  common  in  this  coun- 
try, and  have  avoided  some  f)f  the  clogging  experienced  here. 
Still  they  have  to  clean  their  wells  and  a  sim])le  but  effective 
device  was  adopted  in  the  Leii)sic  wells  for  this  ])urpose.  A 
cylinder  of  wood  about  <S  or  10  inches  long,  and  of  slightly 
less  diameter  than  the  inside  of  the  well,  was  attached  to  a 
long  rod  and  churned  rapidl\'  u])  and  down  in  the  well.  By 
this  means  the  water  is  moved  ra])idl\'  in  and  out  throtigh 
the  screen  and  any  material  not  a  part  of  the  filter  is  de- 
tached and  afterwards  removed. 

There  lias  not  been  sufficient  time  to  study  the  problem 
of  growths  in  wells  on  Long  Island.  It  would  be  interest- 
ing to  learn  if  growths  of  crenothrix  and  other  organisms 
may  occur  r)utside  of  the  wells  in  tlie  surrounding  sands  and 
gravels,  and  hf)w  these  growths  may,  if  possible,  be  avoided. 

IXI' ir;id<.\TfOX  GALLI^RIES 

An  infiltration  gallery  is  simply  a  large  well,  place'd  nearly 
horizontally  in  the  grotmd  below  the  surface  of  saturation, 


204 


APPENDIX  3 


to  collect  and  transport  the  ground-water  to  a  central  pump- 
ing-station. 

CoxDiTioxs  Favorable  for  Galleries 

Under  favorable  circumstances,  where  all  the  ground-wa- 
ter from  a  given  catchment  area  passes  through  a  fairly  per- 
vious and  homogeneous  material  above  a  continuous  stratum 
of  clay  or  rock,  an  infiltration  gallery  may  be  constructed 
on  this  bed  of  clay  or  rock  that  will  intercept  the  entire 
ground-water  flow.  This  is  done  successfully  in  the  water- 
works of  ^Munich,  Bavaria.  The  general  plan  and  a  cross- 
section  of  the  Aluhlthal  galleries,  the  older  of  the  two  galleries 
of  the  3*Iunich  works,  is  shown  on  Sheet  38,  Acc.  L  623. 

In  southern  Long  Island,  an  absolutely  impervious  floor  is 
only  found  within  the  limits  of  southern  Nassau  and  Suft'olk 
counties  at  a  depth  of  1000  feet  or  more  below  the  surface  of 
the  ground,  and  the  best  water  bearing  strata,  the  pervious 
yellow  gravels,  have  a  depth  of  100  to  150  feet.  If  an  infil- 
tration gallery  was  constructed  at  a  reasonable  depth,  per- 
haps 20  feet  below  the  ground-water  surface,  in  the  upper 
strata  of  the  gravels  on  the  line  of  the  collecting  works  pro- 
posed in  Sufifolk  county,  the  entire  ground-water  movement 
could  not  be  intercejjted.  The  reasons  for  this  failure  to 
gather  the  entire  yield  have  already  been  stated  for  the  shal- 
low well,  and  they  a])ply  with  even  greater  force  to  the  infil- 
tration gallery  because  of  the  greater  limitations  in  dei)th  at 
which  it  can  be  constructed. 

Another  serious  disad\'antage  in  an  infiltration  gallery  is 
the  lack  of  provision  for  am])lr  st(3ra<;e  during  ])eri(xls  of 
droui^'ht.  1d:e  water-table  in  the  vicinity  of  a  gallery  that  has 
been  built  at  a  moderate  dejjth  below  the  normal  surface  of 
saturation  ma)'  be  drawn  down  in  tlie  course  of  time  through 
the  o])erati()n  of  the  works,  and,  as  a  result,  the  sti)rage 
available  f(M-  ])eriods  of  drought  may  be  grcatl\-  reduced  and 
the  vield  st-rioush'  cniiailed.  This  diflicult\-  was  experienced 
in  tile  dune  works  at  The  I  lai;ue.  and  it  was  necessar\-  there 
to  li;wei-  the  infiltration  galleries  at  a  great  e.v])ense  in  order 
to  secure  an  a(le(|uate  supplx'.  The  open  canals  in  the  Am- 
sterdam works  were  lowered  some  years  ago  tor  the  same 
reas(  )n. 

This  orc'it  (lisadxantage  in  the  iiitiltralion  gallerx-  has  also 
been  demonstrated  on  k'>ng  island  in  tlic  W'antagh  galleries 


SHEET  38 


F/of  /oh/e  hnd 
yyhere  supp/y  /s  gathered 


(ground  wafer 
col/ecfed  £?y  kvorks 
or/g/no//y  oppeored 
springs  of  fh/s 


SECTION  OF  MUHLTHAL  WORKS 


These  go/Zer/es  /nfercep/  fhe 
dra/noge  from  f/of  /ad/e 
/o/7C<  /n  on  o/d  ^a//ey  }n 
//?e  c/oy  f/oor  nohv  f///ed 
y\^/fh  pen^/ous  sonds  ond 
gro^G/s. 
7b /of  /en^f/j  of  go//er/es=4585ft 
Ai^eroge  yJe/d  'F/.5  M/7. 60 Js.  per  Day 


PLAN  OF  GALLERIES 
For  DefoHs  of  Oof/enes  INFILTRATION  GALLERIES 

MUHLTHAL  WORKS  OF  MUNICH 

FEBRUARV   25  1908 


see  Acc.  L  64 


J.W.S 


206 


APPEXDIX  3 


of  the  Brooklyn  works  that  were  constructed  only  three  or 
four  years  ago.  The  ground-water  near  these  Wantagh  gal- 
leries has  been  drawn  down  to  such  an  extent  after  months 
of  operation  in  1906,  that  the  deliveries  of  the  galleries  were 
reduced  25  cent.,  as  shown  in  Appendix  4  where  this  gallery 
is  described.  A\'ith  continuous  operation  during  a  series  of 
dry  years,  the  yield  of  the  Brooklyn  galleries  might  readily 
be  cut  down  50  per  cent,  or  more.  Time  will,  perhaps,  show, 
furthermore,  that  the  Brooklyn  galleries  will  encourage  cren- 
othrix  growths  and  clog  up  to  a  large  extent,  because  of  the 
pumping  down  and  exposure  of  the  gravels  about  them  to 
the  air.  Similar  conditions  in  the  undcrdrains  of  a  filter  have 
been  most  serious. 

The  advantages  of  an  inhltration  gallery  for  the  condi- 
tions existing  in  Suffolk  county  should  not,  however,  be  over- 
looked. An  infiltration  gallery,  if  well  designed,  is  perhaps 
safer  from  surface  contamination  than  a  system  of  wells. 
Furthermore,  a  gallery  could  be  placed  in  southern  Suffolk 
county  at  an  elevation  slightly  above  sea-level  so  as  to  exclude 
any  possibility  of  drawing  in  brackish  water  from  the  south 
shore  bays.  On  a  location,  however,  as  far  from  the  south 
shore  as  that  now  proposed  for  the  Suffolk  County  collecting 
works,  there  is  little  danger  from  the  salt  water,  and  this 
advantage  of  the  gallery  is  not  important. 

Americwx  T^^\cttck  Rrc.ardixc  TxFii/rRATiox  Galleries 

Many  infiltration  galleries  have  been  constructed  in  this 
country,  but  most  of  them  have  been  built,  not  so  much  to 
intercept  ground-water  as  to  collect  surface-waters  naturally 
filtered  through  the  beds  of  the  streams  beside  which  they 
are  built.  The  most  notable  examples  of  large  infiltration 
galleries  are  those  near  Wantagh  and  Massapequa.  of  the 
I'rooklyn  works,  the  construction  and  oj)cration  of  which  are 
fully  described  in  .\])i)en(Hx  4  of  this  rej^ort.  These  galleries 
have  yielded  a  large  amount  of  water,  but  their  construction 
is  not  of  a  permanent  character  and  mneh  lime  was  re(|uired 
in  building  tliem. 

A  more  satisfactory,  though  more  expensive,  type  of  gal- 
lery than  those  of  the  I)rookl\n  de])artment  is  that  constructed 
reeentK-  by  the  ("itv  of  Los  Angeles,  wliieh  is  shown  on  Sheet 
3<),  Arc.  L  146.  This  is  the  only  gallery  on  the  Los  Angeles 
works,  and  was  built  because  the  conditions  of  the  site  were 


SHEET  39 


tr 
-J 


< 

CD 


(0 
U 

<  < 

-I  o 


t  2 


-5 


208 


APPEXDIX  3 


not  favorable  to  the  construction  of  wells,  from  which  the 
remainder  of  the  municipal  supply  is  drawn. 

The  gallery  is  located  beneath  the  bed  of  a  dry  run  at 
the  sources  of  the  Los  Angeles  river.  In  the  rainy  season 
this  run  is  filled  with  surface-water,  to  which  cattle  come  to 
drink.  Had  wells  been  constructed  there,  they  would  be  filled 
at  such  times  with  polluted  surface-water  from  which  the 
cover  of  sand  protects  the  supply  that  is  gathered  in  the  infil- 
tration gallery. 

European  Practice 

Infiltration  galleries  have  been  successfully  operated  in 
several  European  ground-water  works,  where  there  are  great 
depths  of  sand  and  gravels  similar  to  the  Long  Island  forma- 
tions. AIan_\-  of  these  galleries  are  located,  however,  just  as 
in  the  American  works,  near  surface  streams  and  ponds,  and 
the  water-table  above  them  does  not  naturally  fall  nuich  below 
the  levels  of  the  surface-water.  Alost  of  the  water  obtained 
in  the  dry  seasons  from  these  galleries  is  necessarily  surface- 
water,  naturally  filtered  by  its  passage  through  the  sand 
composing  the  bed  of  the  river.  The  galleries  at  Naples, 
Dresden,  and  Hanover  are  thus  located. 

The  galleries  at  Brussels  furnish  an  example  of  works 
in  sand  and  gravel  where  the  fiow  is  not  sustained  by  surface 
streams  or  ponds.  These  galleries  were  driven  some  years 
ago  into  a  hillside  near  the  city,  at  a  depth  below  the  water- 
table,  which  was  originally  20  to  25  feet.  The  yield  from 
these  works  is  small,  but  the  ground-water  has  been  lowered 
over  a  large  area  since  the  works  were  built,  and  it  seems  quite 
probable  that  the  present  yield  will  in  time  be  greatly  reduced. 

During  the  writer's  study  of  European  supplies  in  1904, 
no  new  galleries  were  under  construction.  The  new  plants 
were  all  being  equi])])ed  with  wells,  and  in  one  instance,  at 
Lnna  in  Westphalia,  the  old  gallery  was  being  removed  and 
rei)lace(l  by  a  well  system.  Sketches  and  descriptions  of  sev- 
eral types  of  infiltration  galleries  now  in  service  in  luu-opean 
works  are  shown  on  Sheets  40  to  43,  inclusive,  .\ccs.  L  72, 
L  64,  L  83  and  L  617.  The  galleries  at  Dresden  and  Hanover, 
Sheet  40,  .\cc.  L  72,  are  comparatively  old  structures  and 
have  little  recommend  tliem.  Those  at  .Munich,  Ih-ussels 
and  Naples,  Sheets  41,  42  and  43,  Aces.  L  64,  L  83  and  L617. 
are  of  better  design.  Like  the  Los  .^ngeles  galler\ ,  they  are 
sufficientK'  large  to  permit  ot'  entrance  and  inspection,  and  ma}' 
be  readily  cleaned  and  repaired. 


SHEET  40 


^3Ue,ry  gj-  Ssfoppe.  oons-truched  m  1875 
LengHi  of  g3//&ry  =  4-7oa  fe^h 
Avera^^  r^-he^  of  de/fvery  correspond3 
•hj  5.G  Mil.  Gals.  pGr  mile,  mosl-ly 
111^^^3^1011  from  •/-he>  E/b(2. , 


No-h^  -hhs-h  ne,\/^ 
plan  I-  Of  Hie,  Ot^^dz^n 
^yor-ks  3-h  TbI k<z\A'ffz. 
is  eguipp^  w/Hi 


Dresden,  Saloppe  Sfaf/on 


CasI  /ran  P/pe 


Hanover,  RicKling-en  St^fion 


Gallery  3i-  Ric klingen  c on s^rucl-ed 
in  1879,     Length  of  gallery  =  3000.  p. 
Rahz  of  deJive,ry  3Ve.ra^<ss  ^.OM/I.Gals 
pe.r  milz  3nd  -Hit's  \/olume  comes 
from  inf/l-lr^Hon  of  r/verwal-sr 

Exl-^ns/on  of  Rick/in^en  yvorixs 
3nd  Hie,  n<2W  sf^hor?  st  Grasdorf 
Ktsats  oqu/ppe^  wrfii  lA^ells, 


Infiltration  Galleries, 
Dresden  and  Hanover 

 MAY  1907   ,^ccL7^ 


SHEET  41 


lb-h3l  length  of  MuhJHial  gallerfes 
^33S  fe.e.t  Avers ae.  deJivery  = 


^Vf.... J :.:'»T -{".*. r.*  'J-'V"    ^/.3  Mil-  Gsls.per day,  izcjui vale,ni-  fjD 

t       \   /  ^'^^  ^^y y         •  r*-"- • 


-\   /77//e  of 


Hard 
Indurehed' 
C/3y 


Old  GaKer/es  af  Muhl+fial  Works 

Cons-\-ruci-ed   I  881-3. 


<5,  '^e  ' 


777e5e 

-hh^  (ground 

im per^rous  clay  1^:':^^. 
floor.  ^a'"'^-"' 


Herd 


Ik 


3.28(4- 


Average.  Yield 

2-19  Mil.  G2lL 

P^f  day,  equivalent 

-ho  50  Mil. 

per  day  pe,r 
mile  of  gallery. 


New  Type  of  Gallery  afGofzing  Works. 

Infiltrafion  Galleries 
Munich . 


4-rt. 
4 


SHEET  42 


777/5  dol/ery  af  BrusseJIs  compJefed  in  Ihe  Foref  de  5o/gnes  /r7/87J'/698 
T/?e  /77^/er/d/  from  kvh/ch  f/je  i^ofer  is  drai^n  is  a  fine  send.  Many 
d/ff/cu//yes  /yere  encouniered  and  many  serious  accidenh  occur ed  before 
fhe  ^a//ery  y^as  comp/efed.   ToM  /engfh  of  goUery  from  irrhic/j  tYo^er  is 
draki//7  =  ^300  ft    Average  de/iyery  -2.1  A/Ji/.  gaf  per  day. 
Correspoodi/7g  de/iirery  per  mi/e  -  ^.  5"  A^//  gaf  per  day. 


droi/?s  durirpg  cor7sfroc//or? 


One  yery  /n/eres//ng  feofure  of  f/7e  k^orfts  /s  the  underground  dom 
or  "serremenf'by  which  storage  is  increased  o/ong  fhe  fine  of  fhe 
gof/ery     The  genera/  mof/on  of  fhe  ground  y^c^ter  /s  ir?  fhe 
direcfior?  of  the  f/oyy  in  the  go  fiery  and  yvhen  fhe  fioi/y  from  o 
section  /'s  cut  off  the  kvater  must  escape  through  the  sands  in 
direcfion  parc^ffef  y^ith  fhe  ogueducf  untit  ihe  nejff  perforafed 
section  is  reached      The  sands  ore  f/ne  and  the  s/ope  of  the 
ivoter  is  correspondingty  steep  so  that  cons/deradfe  s forage 
is  created  kvhich  mcfy  he  drayyn  upon  t/vhen  needed . 

GALLERY  AT  BRUSSELLS 
FORET  DE  SOIGNES 

I  ^  ^  ^  0        I        2       3       4  5rt. 
MAV  1907, 

HWS  331 


Acc.L  83 


SHEET  43 


SHEET  44 


SHEET  45 


PLAX  FOR  COLLECTIXG  IVOKKS 


215 


Study  of  Gallery  for  Long  Island  Conditions 
The  drawings,  Sheets  44  and  45,  Aces.  L  535  and  L  536, 
represent  a  study  for  an  infiltration  gallery  that  would  best 
meet  the  conditions  in  southern  Suffolk  county.  Like  the  more 
recent  European  galleries,  this  design  would  permit  of  entrance 
for  inspection,  cleaning  or  repairs,  and,  like  the  Los  Angeles 
gallery,  it  could  be  built  in  open  trench.  The  central  pumping- 
stations  would  be  spaced  two  miles  apart  along  the  line  of  the 
collecting  works.  These  stations  would  naturally  be  con- 
structed first,  and  the  gallery  then  built  in  each  direction  from 
the  station.  The  invert  blocks  would  be  molded  at  the  surface 
and  placed  when  well  set.  \Mth  the  drainage  holes  in  these 
blocks,  the  section  of  the  invert  is  sufficient  to  carry  all  the 
seepage  to  the  trench  at  a  level  slightly  below  their  upper 
surfaces.  This  would  permit  the  upper  portion  of  the  concrete 
section  to  be  placed  dry.  The  reinforcement  would  make  a 
monolithic  structure  of  sufficient  strength  to  resist  rupture 
from  irregular  settlement. 

Doubtless  the  cost  of  the  pumping-stations  could  be  re- 
duced, and  it  might  be  possible  to  space  them  farther  apart. 
JUit  this  design  answers  for  a  ])rcliminary  estimate  of  cost 
with  which  to  com])arc  the  relative  advantages  of  infiltration 
galleries  and  wells. 


RELATIX'E  COST  AXl)  ECOXOAIY  OF  OPERATION 
OF  WELLS  AND  INFILTRATION  GALLERIES 


The  first  cost  of  an\-  t\])c  of  infiltration  gallerv  is  more 
than  a  system  of  wells,  although  the  greater  cost  of  operating 
the  wells  offsets  the  saving  in  fixed  charges,  if  works  are  oper- 
ated continuously. 

Co.sTs  OF  Infiltration  Galleries 
The  total  cost  of  the  concrete  filtration,  of  which  a  study 
has  been  made  on  Sheets  44  and  45,  Aces.  L  535  and  L  536, 
to  meet  the  Long  Island  conditions,  is  estimated  as  follows : 

Infiltration  gallery,  two  miles  in  length  (not  in- 
cluding land  or  water  damages)   $364,000 

Central  pumping-stations    39,000 


Total 


$403,000 


The  cost  per  foot  on  this  basis  is 


$38.17 


216 


APPEXDIX  3 


This  is  much  greater  than  the  cost  of  the  smaller  and  less 
expensive  type  of  gallery  constructed  on  the  Brooklyn  works 
at  W^antagh  and  ^lassapequa,  the  contract  ]:)rices  of  which 
were  as  follows : 


Estimated 

Infiltration 

Length  ok 

Total  of  Low 

Corresponding 

Safe  Yield 

Gallery 

(lALLERY 

Bid  on  Basis 

Price  per  Foot 

Million- 

IN  Feet 

OF  Engineer 

OF  Gallery 

Gallons  Daily 

Wantagh  

12,300 

$130,285 

$10.60 

10 

Massapequa .... 

18.200 

327,850 

18.00 

15 

The  contractors  on  both  of  these  galleries  maintain  that 
they  have  lost  money,  $100,000  being  claimed  on  the  contract 
for  the  Wantagh  gallery.  Perhaps  the  bids  upon  another 
gallery  of  this  type  would  be  still  higher  than  on  the  ]\Iassa- 
pequa  gallery,  the  last  one  constructed.  It  should  1)e  noted 
that  neither  contract  provided  for  a  permanent  pumping- 
station,  and  these  prices  do  not  include  land  or  water  damages. 
To  make  the  ])id  prices  on  the  Massapequa  gallery  comparable 
with  the  estimate  of  cost  on  the  design  suggested  in  this  report, 
at  least  v$20,000  should  be  added  for  a  permanent  pumping- 
station,  which  would  make  the  price  ^^^347,850  or  $1^).10  per 
foot. 

Cost  of  STOVEriPE  Wells 

Estimates  have  been  made  in  Appendix  5  on  a  system  of 
stovepipe  wells,  24  inches  in  diameter,  for  the  proposed  Suffolk 
County  collecting  works.  Assuming  an  average  spacing  of 
700  feet  there  would  be  13  wells  in  a  section,  equal  in  length 
to  that  of  tlie  gallery,  two  miles.  With  a  unit  price  of  $4,440 
for  each  well  unit,  which  includes  well,  pump,  motor,  concrete 
chamber,  all  electrical  and  water  connections,  and  20  per  cent, 
for  emergenc\-  and  contingency,  the  cost  of  15  well  units  is 
$16,000  without  land  or  water  damages.  The  average  cost  of 
this  well  system  per  foot  of  the  line  would  be  $6.31  or  alx^ut 
one-third  the  cost  of  the  .Massa])e(|na  gallery,  com])lete  with 
a  ])ermanent  i)iimj)ing-statioiL 

l^'x'oxoMv  L\  Imrst  Cost  ok  C "onstrik'ti .nc,  .\  Well  System 

1'he  first  cost  of  a  system  of  wells  can  he  much  reduced  by 
lirst  constructing  the  wells  at  greater  intervals  along  the  acpie- 
duct  than  called  for  in  comj)lcle  works,  or  farther  a])art  than 
the  ])nm])ing  of  the  first  wells  might  show  to  be  necessary  for 
the  collection  of  the  whole  suj)i)ly,  whereas  a  gallery  is  neces- 


PLAN  FOR  COLLECTING  WORKS 


217 


sarily  completed  in  the  first  installation,  even  though  subse- 
quent operation  might  show  that  portions  of  the  line  gave  little 
water. 

Cost  of  Operation  of  Wells  and  Galleries 

The  estimated  annual  fixed  charges,  operation  and  main- 
tenance of  (1)  a  section  of  infiltration  gallery  in  Suffolk 
county  two  miles  in  length  of  the  same  design  as  the  ]\Iassa- 
pequa  gallery,  (2)  of  an  equal  length  of  the  large  concrete 
gallery  suggested  in  this  report,  and  (3)  a  2-mile  section  of 
the  system  of  the  large  stovepipe  wells  are  shown  in  Table  14. 
From  these  annual  charges  the  cost  of  each  million  gallons  has 
been  computed,  assuming  that  an  average  volume  of  water  of 
five  million  gallons  per  dav  would  be  collected  from  each  mile 
of  the  works,  or  a  total  of  10  million  gallons  per  day. 

The  infiltration  gallery  patterned  after  that  constructed  at 
Massapequa  would  provide  a  supply  almost  as  cheap  as  that 
from  the  well  system  here  proposed,  if  the  works  were  run 
continuously,  because  of  the  greater  cost  of  operating  the 
wells.  If,  however,  these  works  were  run  only  a  portion  of 
the  year,  as  is  customary  in  operating  ground-water  works,  to 
allow  the  underground  reservoirs  to  be  replenished,  the  well 
system,  with  its  >inalk'r  fixed  cliargcs.  would  furnish  a  cheaper 
supply  than  a  gallery  of  even  the  l)rooklyn  type.  If  a  more 
permanent  type  of  gallery  were  Iniilt,  the  cost  of  a  supply  from 
the  well  system  would  be  cheaper,  even  if  operated  contin- 
uously. 

The  final  estimates  of  cost  of  collecting  the  Suffolk  County 
water  have  been  increased  to  alxDUt  $20  per  million  gallons 
delivered  into  the  af|ue(luct,  because  of  the  allowances  for 
infiltration  basins  and  reservoirs  on  the  salt-water  estuaries, 
highways  and  f)tlier  improvements  on  the  right-of-way. 

TiMK  Kb:gnRb:i)  i^ok  coxstructiox  of  wells 

AXD  GALLERIES 

'Idle  construction  of  an  infiUration  gallery  in  a  depth  of 
ground-water  from  10  to  20  feet  takes  much  more  time  than 
required  to  put  down  the  necessary  wells  in  the  same  length 
of  lii]e.  Tlie  Wantagh  infiltration  gallery,  12,300  feet  in 
length,  was  1)uilt  in  two  years,  not  including  time  lost  in  wait- 
ing for  land.  Construction  was  carried  on  at  two  points  at 
a  rate  of  about  200  feet  per  week.    The  Massapequa  gallery, 


218 


TABLE  U 

Relative  Cost  of  a  Supply  from  Wells  and  Galleries 


Infiltratiox  Gallery 
Two  Miles  ix  Length 


Item 


Based  upon  Bids 
on  Massapequa 
Infiltration 
Gallery  with 
Permanent  pump- 
ing-station 


Based  on 
Suggested 
Design  of 

Large 
Concrete 
Gallery 


System  of 
Stovepipe  Wells 
Spaced  700  Feet 

Apart  in 
Section  Two 
Miles  Long 
With  Complete 

PUMPING- 

System 


Cost,  without  land  or  w^ater  damages. .  . 

Gross  lift  

Average  pumpage  in  million  gallons 
daily  

Annual  expenses: 

Fixed  charges,  including  interest, 
sinking  fund  and  taxes  

Operating  expenses,  repairs  and 
maintenance  

Extraordinary  repairs  and  depre- 
ciation   

Total  

Cost  of  water  per  million  gallons  de- 
livered into  aqueduct,  without 
charges  for  land  and  water  damages. 

Liberal  estimate  of  cost  of  land  for 
1 ,00()-foot  right-of-way,  and  damages 
amounting  altogether  to  $L50,000 
per  mile  

Additional  fixed  charges  for  interest, 
sinking  fund  and  taxes  on  this  sum. .  . 

Total  cost  of  collecting  water  per 
million  gallons,  with  charges  for  land 
and  water  damage  


!B260,200  $403,000  $66,600 

43  feet  43  feet  oO  feet 

10  10  10 

$13,160  $19,800  $3,254 

19,120  22,000  29.050 

4,701  2,400  3,375 

$36,981  $44,200  $35,679 

$10.13  $12.10  $9.78 

$300,000  $300,000  $300,000 

$!(), ()()()  $!(•), 000  $l(i,00() 

*$14.51  *$16.48  *$I4.16 


♦These  prices  include  no  charges  for  highways,  fencing  or  other  improvements 
proposed  for  the  Suffolk  C^ounty  works,  or  any  allowances  for  infiltration  basins  or 
reservoirs  on  the  salt-water  estuaries 


PLAN  FOR  COLLECTING  WORKS 


219 


which  was  begun  in  1905,  is  not  finished  yet,  after  2^2  years. 
Work  has  generally  been  carried  on  at  three  points,  although 
at  times  five  gangs  have  been  at  work.  Each  gang  has  averaged 
about  60  feet  per  week. 

An  increase  in  the  number  of  gangs  means  an  increase  in 
the  cost  of  pumping,  and  it  would  not  perhaps  be  reasonable 
to  expect  a  contractor  working  on  a  section  of  gallery  two 
miles  in  length  to  work  at  more  than  two  points.  Assuming  a 
progress  of  200  feet  per  week  at  both  points  and  a  w^orking 
season  of  40  weeks,  two  miles  of  gallery  could  not  be  com- 
pleted in  less  than  1^  years,  whereas  the  15  wells  proposed 
in  the  same  length  of  line  could  be  driven  and  completely 
equipped  inside  of  six  months.  Considering  the  great  need 
for  water  in  Brooklyn  and  the  short  time  in  which  the  works 
in  Suffolk  county  would  need  be  built,  when  such  works  should 
be  authorized,  the  greater  speed  of  constructing  the  wells  be- 
comes a  most  important  consideration. 

COMP.\RATl\'K  MERITS  OE  WELLS  AND  TXFTL- 
TRATION  GALLERIES 

The  relative  advantages  of  wells  and  infiltration  galleries 
for  the  proposed  Suffolk  County  collecting  works,  that  have 
been  stated  in  the  preceding  pages,  may  be  briefly  summarized 
as  follows : 

Advantages  of  a  S^^STE.^^  of  Weees 

(1)  Larger  portion  of  entire  yield  can  be  collected. 

(2)  More  ground-water  storage  readily  available  by  deep 
pnmj)ing  during  periods  of  drought. 

(3  )  Smaller  cost  of  construction  and  fixed  charges,  which 
is  important  for  \vork>  that  may  be  idle  a  portion  of  year. 

(4)  Economy  in  first  cost  if  only  part  of  wells  constructed. 

(5)  Greater  speed  of  construction. 

(6)  More  elasticity  in  operation  and  maintenance. 

AdVAXTAOES  of  ax   Ixi-Il-TKATJOX  (iAELERV 

n  )  Xo  danger  from  inflow  of  sea-water  when  placed  above 
sea-level. 

(2)  Economy  in  continuous  operation  at  central  pumping- 
station.  (This  is  offset  by  high  fixed  charges  on  a  gallery  of 
permanent  construction.) 


220 


APPENDIX  3 


Conclusions 

The  doubtful  advantage  of  an  infiltration  gallery  in  pro- 
viding greater  safety  from  sea-water  and  the  slightly  lower 
cost  of  operating  a  gallery  of  the  Brooklyn  type,  are  more  than 
outweighed  by  the  advantages  of  a  system  of  wells  in  providing 
a  larger  and  more  uniform  supply,  and  the  saving  effected  in 
time  and  in  cost  of  construction.  A  system  of  wells  is,  there- 
fore, proposed  for  the  Suffolk  County  development. 

WELL  SYSTEM  WITH  GRA\7TY  FLOW  TO  AQUE- 
DUCT 

To  avoid  the  high  operating  expenses  in  pumping-  a  system 
of  wells,  it  has  been  suggested  that  the  masonry  aqueduct  be 
placed  sufficiently  low  to  permit  the  water  from  the  Avells  to 
flow  directly  into  it  without  pumping.  This  plan  was  adopted 
in  1884  on  the  Ursprung  works  of  Xureml^erg  (Bavaria) 
and  has  now  been  in  successful  operation  for  24  years.  These 
works  are  situated,  however,  in  a  narrow  and  elevated  moun- 
tain valley  with  a  tight  rock  bottom  where  the  conditions  were 
favorable  for  this  kind  of  construction.  It  is  of  interest  to 
note  that  the  works  constructed  later  by  the  same  city  at 
Erlenstcgen  in  the  low  valley  of  the  Pegnitz  were  equipped 
witli  a  ])umping  system. 

Conditions  in  Southern  Suffolk  County 

In  western  Suffolk  county,  where  the  conditions  would  be 
more  favorable  for  a  deep  acjueduct  than  farther  east,  the 
general  elevation  of  tlie  ground-water  on  the  line  of  the  pro- 
I)osed  colk'cting  works  is  a1)out  I^lcvation  20  on  tlic  B.  W.  S. 
datunu  To  secure  sufficient  ground-water  storage  to  maintain 
the  suppl}',  the  ground-water  would  be  drawn  down  to  at  least 
I^levation  5.  ?^iaking  a  fair  estimate  of  the  loss  in  the  wall  of 
the  well  and  in  the  connections  to  the  aciuedud  as  five  feet, 
the  surface  of  the  water  in  the  a(|ue(luct.  where  running  full, 
should  not  be  abo\e  I'Jevation  0.  This  would  re(|uire  the 
invert  of  the  section  ])roposed  in  western  Suffolk  county  to 
be  at  l''Jevation — 13.5.  and  the  subgrade  at  about  Elevation 
—15. 

The  surface  of  the  ground  in  western  SulTolk  count}-  will 
average  30  feet  in  elevation,  and  the  total  depth  of  excavation 
for  the  a(|ueduct  would  therefore  average  about  45  feet,  of 


PLAX  FOR  COLLECTIXG  WORKS 


221 


which  35  feet  would  be  in  saturated  sands.  If,  on  the 
other  hand,  all  wells  were  to  be  pumped,  an  aqueduct  can  be 
located  in  western  Suffolk  county,  with  the  grade  of  the  invert 
30  feet  above  that  required  by  a  gravity  inflow  system. 

In  the  easterly  portion  of  the  proposed  line  of  collecting 
works  and  in  the  valleys  of  the  larger  streams,  the  ground- 
water is  below  Elevation  20,  and  unless  the  aqueduct  w^ere 
placed  still  lower  than  suggested,  the  wells  on  portions  of  the 
line  would  necessarily  be  pumped. 

Preliminary  estimates  have  been  made  on  a  continuous 
gravity  aqueduct  with  its  invert  at  the  Xassau-Suffolk  County 
line  at  Elevation  0.  13.5  feet  above  that  just  proposed.  The 
estimates  indicated  that  the  fixed  charges  on  the  additional 
cost  of  placing  the  aqueduct  at  even  this  depth  over  that  of  con- 
structing the  aqueduct  at  the  higher  elevation  recommended  in 
this  report,  in  connection  with  a  pumping  system,  would  be 
much  greater  than  the  saving  in  operating  expenses  effected  by 
not  pumping  on  portions  of  the  line.  The  gravity  inflow  plan 
is,  furthermore,  open  to  one  of  the  chief  objections  to  the  in- 
filtration gallery  in  that  it  would  be  impossible  with  such  a 
system  to  draw  dcejjly  upon  the  ground-water  storage  during 
brief  ])eriods  of  large  demand.  Altogether,  this  plan  has  no 
advantage  to  recommend  it  and  has  not  been  further  considered. 

LAND  FOR  COLLECTIXG  WORKS 

W'lDTJI   OF  RtGIIT-OF-WAV 

It  is  proposed  to  acquire  on  the  entire  line  of  the  proposed 
collecting  works,  a  strip  of  land  1,000  feet  wide.  The  wells 
would  be  placed  in  the  center  of  this  right-of-way  for  the  pro- 
tection of  the  ground-water  supply  from  subsurface  pollution. 
Possibly  a  width  of  600  feet  would  be  sufficient  where  the 
property  is  expensive,  but  the  greater  widtli  is  believed  to  be 
desirable. 

Subsurface  Pollution 

It  is  necessary  to  j^rotcct  the  works  against  the  contamina- 
tion that  might  come  from  cesspools  and  privies  constructed 
near  the  proposed  taking.  Filth  that  is  placed  in  the  ground 
beyond  the  oxidizing  action  of  the  bacteria  in  the  surface  soil 
is  uoi  readily  destroyed  and  if  below  the  water-table  may  be 
carried  some  distance  in  coarse  sand  and  gravel  by  the  moving 
grr)und-water. 


222 


APPENDIX  3 


The  incomplete  experiments  of  the  Burr-Hering-Freeman 
Commission  near  Ehnont  were  not  conclusive  as  regards  the 
maximum  distance  through  which  pathogenic  organisms  may 
be  carried  to  the  wells  of  ground-water  collecting  works,  since 
the  subsoils  where  these  experiments  were  made  were  fairly 
fine  and  the  slope  and  velocity  of  the  ground-water  small.  The 
experience  at  some  of  the  German  ground-water  plants  near 
the  surface  streams  indicate  that  the  collecting  works  should 
not  perhaps  be  less  than  200  to  300  feet  from  the  river  to 
secure  complete  bacterial  purification  of  the  surface  waters. 
The  right  to  dispose  of  household  wastes  in  the  ground  is  one 
that  has  been  established  by  age-long  usage.  While  it  has  been 
ruled  in  several  states  that  a  ground  supply  may  not  be  pol- 
luted, it  might  not  be  so  easy  to  remove  such  sources  of  pollu- 
tion, as  those  mentioned  above,  as  it  is  to  protect  a  surface 
supply  from  contamination,  and  it  would  doubtless  be  ex- 
pensive. The  cost  of  a  right-of-way  1,000  feet  in  width  would 
not  be  proportionally  greater  than  one  600  feet  if  purchased 
now,  and  it  is  believed  the  greater  width  should  be  adopted. 

Relation  of  Wells  to  Aqueduct 

The  center  of  the  aqueduct  would  be  laid  out  25  feet  away 
from  the  wells  to  avoid  disturbing  the  foundations  of  the  aque- 
duct when  constructing  new  wells  or  cleaning  up  old  ones. 
On  the  main  line  in  southern  Suffolk  county,  the  aqueduct 
would  be  placed  north  of  the  wells  in  order  to  give  access  to 
them  from  the  highway  proposed  on  the  south  side  of  the 
taking.  The  same  relation  of  wells  and  highways  would,  of 
course,  be  adopted  elsewhere. 

Vov  the  I'cconic  Valley  collecting  works,  it  is  proposed  to 
ac(juirc  a  strip  of  land  along  the  south  side  of  the  Pcconic 
river  from  Rivcrhead  to  Calverton,  averaging  1,000  feet  in 
widtli,  and  possi1)ly  later,  if  considered  desirable,  to  purchase  a 
stri])  on  the  north  side  and  the  river  itself,  in  order  to  utilize 
the  river  as  a  natural  infiltration  basin  for  the  development  of 
the  surface-waters  as  artificial  ground-water. 

Improvement  of  Riciit-of-Wav 

It  is  proposed  to  improve  all  the  lands  purchased  for  the 
collecting  works,  to  soil  and  seed  all  highway  and  aqueduct 
^Inpc'^,  both  to  protect  the  work  as  well  as  to  make  the  right- 


FLAX  FOR  COLLECFING  WORKS 


223 


of-way  attractive.  A  neat  wire  fence  with  iron  or  concrete 
posts  is  estimated  about  all  the  property  to  be  acquired.  In 
all  the  villages  through  which  the  w^orks  pass  and  where  active 
real  estate  developments  are  being  made,  allowances  are  made 
in  the  estimates  for  grading,  seeding,  planting  shrubs  and 
trees,  constructing  gravel  walks,  and  giving  the  right-of-way 
an  appropriate  landscape  treatment.  These  sections  would 
receive  the  same  care  as  given  park  property  within  the  City 
limits. 

Throughout  Suffolk  county  it  is  further  proposed  to  build 
a  wide  macadam  road  on  the  south  side  of  the  right-of-way 
for  convenience  of  operation  of  the  works  and  the  use  of  the 
public.  This  highway  would  give  access  to  large  areas  now 
far  from  trunk  highways  and  would  add  greatly  to  the  attract- 
iveness of  the  project.  This  highway  is  estimated  to  cost 
$10,000  per  mile,  exclusive  of  the  grading,  much  of  which  could 
be  done  during  the  construction  of  the  aqueduct  by  borrowing 
from  the  higlnva}-  cuts  and  spoiling  on  the  fills.  It  is  also  pro- 
posed to  surface  with  macadam  all  public  road  crossings  within 
the  right-of-way. 

ouTiTXb:  or  collectixg  works 

The  conclusions  reached  in  the  above  considerations  on  the 
methods  of  gathering  the  proposed  Suffolk  County  ground- 
waters, permit  the  following  outline  of  the  collecting  works  to 
be  made : 

^^fETIIOD  OF  Cor.LF.CTION 

The  ground- water  would  be  gathered  by  means  of  a  con- 
tinuous line  of  wells  from  100  to  200  feet  in  depth,  placed  at 
short  intervals  in  the  center  of  a  wide  right-of-way  1,000  feet 
in  width. 

Tvi'E  OF  Wells 

The  water  would  be  collected  in  tu1)ular  wells  of  fairly  large 
diameter,  probably  of  the  stovepipe  type,  penetrating  the  full 
depth  of  the  yellow  gravels,  and  provided  with  screen  sections 
in  all  coarse  strata. 

Pl'.mpjxg  SvsTE.\r 

The  water  would  be  drawn  from  these  wells  by  some  suit- 
able form  of  deep  well  pump  operated  from  one  or  more  cen- 
tral i>ower-stations. 


224 


TABLE  15 

Geological  Classification  of  Seaford  Deep  Well  10' 
Near  Seaford  Station,  Long  Island  Railroad. 
Elevation,  B.  W.   S.  Datum  :  Surface 
of  Ground,  24 

Sam-     Depth  Character  of  Material 


Yellow  top-soil 

-   "       sand;  small  gravel 

Coarse  light  yellow  sand;  gravel 

Gray  sand;  fine  gravel;  traces  of  clay;  some  Muscovite  (white  mica) 
Dark  gray  clay;  traces  of  gravel 

Coarse  gray  sand;  shells  and  gravel;  shells  abundant 
Fine  gray  sand;  Muscovite 
Light  gray  sand;  some  lignite 

Shells;  clay  and  fine  gravel;  shells  abundant;  lignite 
Dark  gray  clay;  fine  gravel;  some  shells 
White  sand;  Muscovite;  much  lignite 
Coarse  white  sand;  Muscovite 

  "  lignite 

Finer       "        "  "  much  lignite 

traces  of  lignite 
fine  gravel  with  frags;  shells 
Fine        "        "  Muscovite 

traces  of  lignite 

some  lignite 
Coarse  white  sand;  traces  of  clay  and  lignite 
Fine  white  sand;  traces  of  clay;  some  lignite 
Coarse  white  sand;  Muscovite;  some  lignite 
Very  coarse  white  sand;  Muscovite 
Gravel;  white  clay;  lignite;  purite 

Coarse  white  sand;  traces  of  clay;  lignite;  Muscovite 
Fine  white  sand;  fine  gravel;  traces  of  lignite 
Coarse  white  sand;  traces  of  clay  and  lignite 

Coarse  gray  sand;  fine  gravel;  traces  of  clay  and  lignite;  Muscovite 
Fine  white  sand;  traces  of  clay  and  lignite;  Muscovite 
Fine  and  coarse  gray  sand 

Very  fine  white  sand;  traces  of  lignite;  Muscovite 
White  sand;  fine  gravel;  traces  of  lignite;  Muscovite 
Light  gray  clay;  some  gravel 

Very  fine  white  sand;  traces  of  lignite;  Muscovite 
Gray  sand  and  gravel;  some  gray  clay;  lignite 
Fine  white  sand;  white  clay;  lignite;  Muscovite 

traces  of  lignite 
Coarse  white  sand;  trace  of  lignite  and  clay;  Muscovite 
Gray  gravel;  sand;  clay;  no  lignite 

"        coarse  sand;  trace  of  clay  and  lignite 

"       some  clay;  no  lignite 

no  clay;  no  lignite 

white  sand;  no  clay;  no  lignite 

trace  of  white  clay;  white  sand 
White  clay;  some  sand 
Gray  gravel;  some  gray  clay;  lignite 
I'^ine  gray  gravel;  fine  sand;  lignite 
White  clay  with  some  gravel  and  lignite 
Medium  and  fine  white  sand;  abundant  lignite;  Muscovite 

  "       traces  of      "  " 

Very  fine  white  sand;  traces  of  lignite;  Musrovilc 

Fine  white  sand;  some  lignite;  abundant  Muscovite 

Very  fine  white  sand;  trace  of  lignite;  abundant  Muscovite 


PLE 

Feet 

1 

0 

-  3 

2 

3 

-  7 

3 

7 

-  20 

4 

20 

-  25 

5 

25 

-  40 

6 

40 

-  52 

7 

52 

-  65 

8 

65 

-  68 

9 

68 

-  72 

10 

72 

-  82 

1 1 

82 

-  91 

12 

91- 

-113 

13 

1 13- 

-120 

14 

120- 

-135 

15 

135- 

-154 

16 

154- 

-167 

17 

167- 

-173 

18 

173- 

-179 

19 

179- 

-205 

20 

205- 

-245 

21 

245- 

328 

22 

328- 

23 

535- 

-538 

24 

538- 

-589 

25 

589- 

-605 

2() 

605 

608 

27 

608 

608.6 

28 

608.6 

()20 

29 

620 

-()30 

30 

(i.3() 

640 

31 

640 

()50 

32 

6.50 

()60 

33 

6()0 

-()71 

34 

671 

-681 

35 

(iSl 

-685 

3(i 

685 

(i86 

37 

()8(i 

fi*»2 

38 

692 

700 

39 

700 

710 

40 

710 

-714 

41 

714 

-720 

42 

720 

730 

43 

730 

742 

44 

742 

752 

45 

752 

-772 

4fi 

772 

-782 

47 

782 

-792 

48 

792 

803 

49 

803 

805 

50 

805 

807 

51 

807 

813 

52 

813 

-820 

53 

820 

-830 

54 

830 

885 

55 

885 

945 

5(1 

9t5 

972 

57 

972 

980 

5H 

9S() 

985 

59 

9S5 

995 

(iO 

995 

1012 

Continuous  bed  of  gravel  from  about  715  to  805  =  90  feet.  The  white  clay  probably 
occurs  in  occasional  thin  layers  or  partings  and  is  not  disseminated  through  the  gravel. 
Hence,  the  gravel  is  highly  w  itcr  bearing,  and  while  passing  through  this  gravel  the 
well  gave  a  continuous  artc-si;in  flow. 

♦Classification  of  this  well  by  Proft  ss<.r  W.  O.  Crosby. 


225 


TABLE   15  (Continued) 

Classificatiox  of  Samples  from  Test-well  537.  Amitv- 
viLLE,  Long  Island.    Well  101  Feet  in  Depth,  2 
Inches  ix  Diameter.     Elevatiox,  B.  \V.  S. 
Datum  :  Surface  of  Grquxd,  33.5 ;  Bot- 
tom. — 66.3  ;  Ground-water,  20.7 

Sam-     Depth  Character  of  Material 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  45  per  cent.;  medium 

.30  per  cent.;  loam  5  per  cent. 
Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel   10  per  cent.;  yellow  sand:  coarse  .30  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
Fine  gravel  10  per  cent.;  yellow  sand:  coarse  30  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
Fine  gravel  10  per  cent.;  yellow  sand:  coarse  30  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
Fine  gravel  10  per  cent.;  yellow  sand:  coarse  30  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
Fine  gravel  40  per  cent.;  yellow  gray  superfine  sand  60  per  cent. 

5         "  "        "  "  "  9.5 

Yellow  gray  sand  :  medium  20  per  cent.;  fine  30  per  cent.;  superfine 
50  per  cent. 

Yellow  gray  sand:  medium  20  per  cent.;  fine  30  per  cent.;  superfine 
50  per  cent. 

Yellow  gray  sand:   coarse  40  percent.;  medium  40  per  cent.;  fine 
20  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  medium  20  per  cent.;  fine 
60  per  cent.;  trace  of  peat 


PLE 

Feet 

1 

0-12 

2 

12-19 

3 

19-25 

4 

25-31 

31-38 

0 

38  -  44 

7 

44-51 

8 

51-57 

9 

57  -  62 

10 

62  -  67 

1  1 

67  -  72 

12 

72-78 

1.3 

78  -  83 

14 

83  -  88 

15 

88  -  93 

16 

93-101 

Cl.\ssifjc.\tiox  of  S.xmples  from  Test-well  574,  Lixdex 
HUR.ST,  Long  Isl.vxd.   Well  101  Feet  ix  Depth,  2 
Inches  ix  Diameter 

Character  of  Material 


Fine  gravel  40  per  cent.;  white  sand:  coarse  40  per  cent.;  medium 
20  per  cent. 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Fine  gravel  80  per  cent.;  yellow  sand:  coarse  20  per  cent.;  trace  of 
peat 

Gravel :  coarse  60  per  cent. :  fine  20  per  cent. ;  coarse  sand  20  per  cent. 
Yellow  sand:  coarse  20  per  cent.;  medium  40  per  cent.;  fine  40  per 
cent. 

Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 

60 '  40     "  " 

60  40  " 

Yellow  sand:   medium  20  per  cent.;  fine  40  per  cent.;  superfine  40 
per  cent. 

Fine  gravel  40  per  cent.;  brown  sand:  coarse  40  per  cent.;  medium 
20  per  cent. 

Trace  of  clay;  black  superfine  sand;  trace  of  peat 

Trace  of  clay;  gray  sand:  coarse  20  per  cent.;  medium  20  per  cent.; 

fine  60  per  cent.;  trace  of  peat 
Trace  of  clay;  gray  superfine  sand 
Hard  blue  dry  clay 
Blue  clay  and  rock-flour 

"    50  per  cent.;  superfine  sand  50  per  cent. 

"    80    "    "       sand  20  per  cent. 


Sam- 

Depth 

ple 

Feet 

0-7 

2 

7  13 

3 

13  -  20 

4 

20  -  26 

26  -  33 

6 

.33  -  38 

7 

38  -  43 

8 

43  -  47 

9 

47  -  53 

10 

.53  -  58 

1  1 

58  -  63 

12 

63  -  68 

13 

68  -  73 

14 

73  -  78 

15 

78  -  83 

16 

83-87 

17 

87-93 

18 

9.^101 

226 


TABLE   15  (Continued) 

Classification  of  Samples  from  California  Stovepipe 
\\'ell  4,  Experiment  Station^  Lindenhurst,  Long 
Island,  14  Inches  in  Diameter.  Elevation, 
B.        S.  Datum  :  Surface  of  Ground, 
30;  Ground-water,  22.3 


Sam- 
ple 


Depth 
Feet 


Character  of  Material 


1 

0 

-  2. 

2 

2.5 

—  5 

3 

5 

-  6 

4 

6 

-  9 

5 

9 

-  11 

6 

11 

-  13 

7 

13 

-  15 

8 

15 

-  17 

9 

17 

-  19 

10 

19 

-  21 

11 

21 

-  23 

12 

23 

-  25 

13 

25 

-  27 

U 

27 

-  29 

15 

29 

-31 

16 

31 

-33 

17 

33 

-  35 

18 

35 

-37 

19 

37 

-39 

20 

39 

-  41 

21 

41 

-45 

22 

45 

-47 

23 

47 

-49 

24 

49 

-51 

25 

51 

-53 

26 

53 

-  55 

27 

55 

-  57 

28 

57 

-59 

29 

59 

-61 

30 

61 

-63 

31 

63 

-  65 

32 

65 

-  67 

33 

67 

-69 

34 

()9 

-71 

35 

71 

-  73 

36 

73 

-75 

37 

75 

-77 

38 

77 

-  79 

39 

79 

-84 

40 

84 

-  90 

41 

84 

-  90 

42 

90 

9(i 

43 

96 

102 

44 

102 

lOH 

15 

I  OS 

1  It 

41) 

I  It 

120 

47 

120 

126 

48 

126 

135 

Brown  clay  intermixed  with  sand  and  vegetable  matter 
Gravel    5  per  cent.;  loam  75  per  cent.;  sand  20  per  cent. 

12    "      "     sand  88 

15    "      "        "      85  " 
Gravel:  coarse  10  per  cent.;  fine    5  per  cent.;  sand  85  per  cent. 


10  " 

- 

'•  85 

20  '• 

'•    10  '• 

"  70 

70    "  " 

"     10  " 

"  20 

30    "  " 

"    20  " 

"  50 

60  " 

"    20    "  " 

"  20 

50    "  " 

"    30  " 

"  20 

25  " 

"    60  " 

"  15 

20    "  " 

"    30    "  " 

"  50 

30    "  " 

"    30  •• 

"  40 

20  " 

20  " 

'•  60 

50  " 

••    30  •• 

"  20 

20    "  '• 

"    20  '• 

"  60 

5  " 

••    50  '• 

"  45 

20  " 

'•    25  •• 

"  55 

Gravel  5  per  cent.;  sand:  coarse  20  per  cent.;  medium  50  per  cent.; 
fine  25  per  cent. 

Gravel:  coarse     5  per  cent.;  fine  15  per  cent.;  sand  80  per  cent. 

40    "      "        '•    50 10    "  •• 
10    "      "        '•     15    "  "      75  " 

Gravel  10  per  cent. ;  sand:  coarse  10  per  cent. ;  medium  40  per  cent. ; 
fine  40  per  cent. 

Gravel:  coarse  10  per  cent.;  fine  10  per  cent.;  sand:  coarse  40  per 

cent.;  medium  20  per  cent.;  fine  20  per  cent. 
Gravel:  coarse  10  per  cent.;  fine  10  per  cent.;  sand:  coarse  40  per 

cent.;  medium  20  per  cent.;  fine  20  per  cent. 
Gravel  10  per  cent. ;  sand:  coarse  30  per  cent. ;  medium  40  per  cent. ; 

fine  20  per  cent. 

Gravel:    coarse  20  per  cent.;  fine  30  per  cent.;   sand:    coarse  30 

per  cent.;  medium  15  per  cent.;  fine  5  per  cent. 
Gravel:   coarse  20  per  cent.;    fine  30  per  cent.;  sand:   coarse  30 

per  cent.;  medium  15  per  cent.;  fine  5  per  cent. 
Gravel:  coarse  30  per  cent.;  fine  30  per  cent.;  sand  40  per  cent. 
25    "      '•        "  15 
10    "      "        "      5    ■■      "  sand 

cent.;  medium  25  percent.;  fine  50  per  cent. 
Gravel:   coarse  5  per  cent.;   fine  5  per  cent.;  sand 

cent.;  medium  40  per  cent.;  fine  30  per  cent. 
Gravel:  coarse  5  per  cent.;   fine  5  per  cent.; 

cent;  medium  40  per  cent.;  fine  30  per  cent. 
Gravel:  coarse  20  per  cent.;  fine  30  per  cent.; 

ironrust 

Sand:  coarse  20  per  cent.;  medium  20  per  cent.;  fine  10  per  cent.; 

gravel  10  per  cent.;  brown  clay  40  per  cent. 
Gravel  5  per  cent.;  sand  85  per  cent.;  brown  clay  10  per  cent. 

10 80    "      "      sandstone  10  per  cent. 
Gravel  5  per  cent.;    sand  45  per  cent.;  clay  30  per  cent.;  peat; 

sandstone 
Fine  gray  sand  ;  i)eat 

"       "        "     ijlack  clay 
"       "       black  clay 


60 

coarse  10  per 


coarse  20  per 
sand:  coarse  20  per 
sand:  50  per  cent. ; 


Hard  black  clay 


peat 

black  clay ;  peat 
pe.'it;  mica 


ill 


TABLE   15  {Continued) 

Well  4  (Concluded) 


bAM 

Depth 

lharacter  of  -Material 

PLE 

Feet 

49 

135-141 

Fine  gray  sand;  peat;  mica 

50 

141-147 

51 

147-153 

52 

153-159 

'■        "      [\         |]  '■ 

53 

159-165 

54 

165-171 

55 

171-177 

95  per  cent.;  clay  5  per  cent. 

56 

177-183 

peat;  mica 

57 

183-187 

58 

187-189 

59 

189-199 

Hard,  black  clay 

60 

199-205 

Fine  gray  sand;  peat;  mica 

61 

205-209 

62 

209-215.5 

Hard  black  clay 

63 

215.5-221 

Fine  gray  sand;  peat;  mica 

64 

221-227 

65 

227-233 

!!     !!    !!      !!  !! 

66 

233-237 

67 

237-243 

68 

243-251.5 

69 

251.5-255 

Hard  black  clay 

70 

255-261 

Fine  gray  sand;  peat;  mica 

71 

261-268 

Hard  black  clay 

72 

268-274 

Fine  gray  sand;  peat;  mica 

73 

274-280 

74 

280-287 

75 

287-293 

76 

293-297.5 

77 

297.5-304 

Hard  black  clay 

78 

304-310 

Fine  gray  sand;  peat;  mica 

79 

310-315 

80 

315-321 

81 

321-327 

Black  clay  intermixed  with  lignite 

81a 

321-327 

Fine  gray  sand;  hard  black  clay;  peat 

82 

327-333 

peat;  mica 

83 

333-339 

84 

339-345 

85 

345-351.5 

86 

351.5-354.5 

Hard  black  clay 

87 

351.. 5-360 

Fine  gray  sand;  peat;  mica 

black  clay  ;  sandstone 

88 

330-370 

228 


TABLE   15  {Continued) 

Classification  of  Samples  from  Test- well  576,  Wyan- 
DANCH^  Long  Island.    Well  125  Feet  in  Depth, 
2  Inches  in  Diameter 


Sam- 

Depth 

Character  of  Material 

ple 

Feet 

1 

0 

-  0 

Fine  gravel  80  per  cent.;   yellow  sand:   coarse  10  per  cent.;  loam 

10  per  cent. 

2 

6 

-  12 

Fine  gravel  80  per  cent.;   yellow  sand:   coarse  20  per  cent.;  trace 

of  loam 

3 

12 

-  19 

Fine  gravel  40  per  cent.;    yellow  sand:   coarse  40  per  cent.;  fine 

20  per  cent. 

4 

19 

-25 

Fine  gravel  80  per  cent.;  yellow  sand:  coarse  20  per  cent. 

5 

25 

-32 

Gravel:  coarse  40  per  cent.;  fine  40  per  cent.;   yellow  coarse  sand 

20  per  cent. 

6 

32 

-38 

Gravel:  coarse  40  per  cent.;   fine  40  per  cent.;   yellow  coarse  sand 

20  per  cent. 

7 

38 

-44 

Fine  gravel  40  per  cent.;  vellow  coarse  sand  00  per  cent. 

8 

44 

-50 

40    "      "          ••         "         ■•     00  " 

9 

50 

-57 

40    "      "          "          "         "     00  " 

10 

57 

-02 

Fine  gravel  10  per  cent.;  yellow  sand:  coarse  40  per  cent.; 
50  per  cent. 

medium 

11 

02 

-08 

Fine  gravel  20  per  cent. ;  yellow  sand:  coarse  00  per  cent. ; 
20  per  cent. 

me'dium 

12 

OS 

-73 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  00  per  cent.; 
20  per  cent. 

medium 

V.i 

73 

-  78 

Fine  gravel  20  per  cent. ;  yellow  sand:  coarse  00  per  cent. ; 
20  per  cent. 

medium 

14 

78 

-83 

Fine  gravel  80  per  cent.;  yellow  coarse  sand  20  per  cent. 
40    "      "          "          "         "     60  " 

15 

83 

-88 

K) 

88 

-  93 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  00  per  cent. ; 
20  per  cent. 

medium 

17 

93 

-97 

Blue  clay 

IS 

97 

-100 

Yellow  sand:  coarse  40  per  cent.;  medium  00  per  cent. 

19 

100 

-105 

Light  gray  superfine  sand;  trace  of  peat 

20 

105 

-110 

21 

I  10 

-115 

22 

115 

-120 

White  fine  sand  100  per  cent.;  trace  of  peat 

2.1 

120 

125 

  100 

229 


TABLE   15  {Continued) 

Classification  of  Samples  from   California  Stovepipe 
Well  5,  Experiment  Station,  Wyandanch,  Long 
Island,  12  Inches  in  Diameter.  Elevation, 
B.        S.  Datum  :  Surface  of  Ground, 
56;  Ground-w  ATER,  51 


Sam-    Depth  Character  of  ^L\TERIAL 

PLE  Feet 


1  0-1      Loam  80  per  cent.;  gravel  20  per  cent. 

2  1-4      Gravel:  coarse  75  per  cent.;  fine  15  per  cent.;  sand  10  per  cent. 

'.i  4-6      Gravel  15  per  cent. ;  sand:  coarse  20  per  cent. ;  medium  20  per  cent. ; 
fine  45  per  cent. 

4  6-10      Gravel:  coarse  30  per  cent.;  fine  15  per  cent.;  sand  55  per  cent. 

5  10-15      Gravel  25  per  cent.;  sand:  coarse  30  per  cent. ;  medium  25  per  cent. ; 

fine  20  per  cent. 

6  15-  18      Gravel:  coarse  10  per  cent.;  fine  10  per  cent.;  sand  80  per  cent. 

7  18-20  "           "       25  25  50  " 

8  20-22  "           "       20 10 '    70  " 

9  22-24  "           "       40   "      "         ••  20  40  " 

10  24-26  "           "       30  10  60  " 

11  26-28  "           "       10 5 85  " 

12  28-30  "           "       15 10 75  " 

13  30-32  "           "       10 10    "      "         •'    80  " 

14  32-34  "           "       20  30    "       *         "    50  " 

15  34  -36      Gravel  25  per  cent. ;  sand:  coarse  10  per  cent. ;  medium  35  per  cent. 

fine  30  per  cent. 

16  36-38      Gravel:  coarse    5  per  cent.;  fine  40  per  cent. ;  sand  55  per  cent. 

17  38-40  "           "       60  30  10  " 

18  40-42  "           "       30   "      "         "  40  30  " 

19  42-44  "           "       10  30  60  " 

20  44-46  "           "       50  5  45  " 

21  46-48      Gravel  25  per  cent. ;  sand  :  coarse  25  per  cent. ;  medium  35  per  cent. 

fine  15  per  cent. 

22  48-50      Gravel:  coarse  30  per  cent.;  fine  30  per  cent.;  sand  40  per  cent. 

23  .-)0-52  "           "       50  40  10  " 

24  52 -.54  "           "       30  30  40  " 

25  54  -56      Gravel  30  per  cent.;  sand:  coarse  30  per  cent. ;  medium  30  per  cent. 

fine  10  per  cent. 

26  56-58      Gravel:  coarse  10  per  cent.;  fine  10  per  cent.;  sand  80  per  cent. 

27  58-60  "           •'       .50  .30  '    20  per  c^t. 

28  60-62  "            "      80  20  " 

29  62  -64  "           "       70   "      "         "  25    "      "      brown  clay  5  per  cent 

30  64  -66      Gravel  30  per  cent. ;  sand:  coarse  50  per  cent. ;  medium  15  per  cent. 

^  fine  5  per  cent. 

31  66-68      Gravel  25  per  cent. ;  sand :  coarse  60  per  cent. ;  medium  15  per  cent. 

32  68-70      Gravel  20  per  cent.;  sand  70  per  cent.;  clay  10  per  cent. 

33  70-72      Sand:  coarse  10  per  cent. ;  medium  50  per  cent. ;  fine  40  per  cent. 

34  72-74      Sand:  coarse  30  per  cent. ;  medium  30  per  cent. ;  fine  1(3  per  cent. 

gravel:  coarse  20  per  cent.;  fine  10  per  cent. 

35  74  -  76      Brown  clay;  few  small  pebbles 

36  76  -78      Hard  black  clay 

37  78-81 

38  81  -83.5   Fine  grav  sand 

39  83.5-86      Hard  black  clay 

40  86-88      Sand:  medium  75  per  cent.;  fine  25  per  cent. 

41  88-92      Fine  gravel  5  per  cent.;  sand  25  per  cent.;  sandstone  10  per  cent. 

brown  clay  60  per  cent. 

42  92-94      Brown  clay  stratified  with  peat  and  mica 

43  94  -96      Brown  clav  .50  per  cent.;  fine  brown  sand  50  per  cent. 

44  96  -98      Sand:  medium  60  per  cent. ;  fine  40  per  cent. 

45  98-99.5   Brown  clay 

46  99.5-100.5   Peat  mixed  with  fine  sand 

47  100.5-104     -Brown  clay 

48  104-108      Fine  brown  sand 

49  108-112  ' 
.50  112  118 

51  118  124      Brown  clay  10  per  cent.;  fine  brown  sand  90  per  cent. 

.52  124-130      Sandstone  10  per  cent;  fine  sand  50  per  cent. ;  brown  clay  40  per  cent 

53  130-136      Fine  brown  sand 

.54  136-142 


230 


TABLE   15  {Continued) 

Well  5  {Concluded ) 


Sam-     Depth  Character  of  Material 

PLE  Feet 


oo 
56 
57 
58 
59 
60 
61 
62 
63 
64 
65 
66 
67 
68 
69 
70 
71 
72 
73 
74 
75 
76 
77 
78 
79 
80 
81 
82 
83 
84 
85 
86 
87 
88 
89 
90 
91 
92 
93 
94 
95 
96 
97 
98 
99 
100 
101 
102 


142-148 

148-  149 

149-  152 
152-159 
159-164 
164-170 
170-176 
176-180 
180-184 
184-190 
190-196 
190-202 
202-208 
208-214 
214-220 
220-226 
226-232 
232-238 
238-242 

242-  243 

243-  249 
249-251 
251-254 
254-260 
260-266 
266-272 
272-278 
278-284 
284-290 
290-296 
296-302 
302-308 
308-314 
314-320 
320-327 

327-  328 

328-  331 
331-336 
336-342 
342-348 
348-356 
356-361 
361-367 
367-373 
373-379 
379  385 
385-391 
391-400 


Sandstone  10  per  cent.;  fine  brown  sand  90  per  cent. 

Hard  brown  clay 

Hard  black  clay 

Soft  brown  clay;  pyrite 

Fine  gray  and  brown  sand  mixed 

Fine  brown  sand 

Sandstone;  fine  sand 
Fine  brown  sand 


90  per  cent.;  brown  clay  10  per  cent. 


Red  and  gray  clay  stratified 

Fine  brown  sand 

Brown  clay  mixed  with  fine  sand 

Hard  black  clay 

Fine  brown  sand 


Black  clay  stratified  with  peat;  pyrites 
Hard  black  clay;  peat 

Blue  gray  clay 

Fine  gray  sand;  mica  flakes 
Soft  black  clay  intermixed  with  peat  • 
Fine  gray  sand;  peat 
"        "        "      mica  flakes 
peat 


Hard  black  clay 


231 


TABLE   15  (Continued) 

Classification  of  Samples  from  Test-well  511,  Babylon, 
Long  Island.  Well  102  Feet  in  Depth,  2  Inches 
IN  Diameter.    Elevation,  B.  W.  S.  Datum: 
Surface  of  Ground.  17.8 


Sam-     Depth  Character  of  Material 

PLE  Feet 


1 

0 

-  7 

-  13 

:i 

13 

-  19 

4 

19 

-  26 

o 

26 

-33 

6 

33 

-38 

7 

38 

-44 

8 

44 

-.50 

9 

.50 

-56 

10 

ofj 

-  63 

1  1 

1)3 

-69 

12 

69 

-73 

Vi 

73 

-  81 

14 

81 

-85 

15 

85 

-90 

16 

90 

-93 

17 

93 

-  95 

18 

95 

-99 

19 

99 

-102 

Fine  gravel  60  per  cent.;  gray  sand:  coarse  30  per  cent.;  medium 
10  per  cent. 

Fine  gravel  60  per  cent.;  gray  sand:  coarse  30  per  cent.;  medium 
10  per  cent. 

Yellow  sand:   coarse  10  per  cent.;    medium  60  per  cent.;  fine  30 
per  cent. 

Yellow  sand:   coarse  20  per  cent.;    medium  60  per  cent.;   fine  20 
per  cent. 

Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 

60    "      '•        "    40  " 

60    "      "        "    40  " 
Gray  sand:    coarse  10  per  cent.;    medium  50  per  cent.;    fine  40 
per  cent. 

Gray  sand:    coarse  10  per  cent.;    medium  50  per  cent.;    fine  40 
per  cent. 

Gray  sand:   coarse  10  per  cent.;    medium  50  per  cent.;   fine  40 
per  cent. 

Gray  sand:   coarse  10  per  cent.;    medium  30  per  cent.;    fine  40 

per  cent.;  superfine  20  per  cent. 
Gray  superfine  sand  100  per  cent.;  trace  of  peat 
Light  gray  superfine  sand  100  per  cent.;  trace  of  peat 

  "  100   

  "    100  "   

Dark  gray  superfine  sand  70  per  cent.;  peat  30  per  cent. 
Light  gray  sand:  fine  70  per  cent.;  superfine  30  per  cent. 

 30    "      "  "         70  " 

"    superfine  sand  100  per  cent;  trace  of  peat 


232 


TABLE    15  {Continued) 

Classification  of  Samples  from   California  Stovepipe 
A\'ell  1.  Experiment  Station^  West  Islip,  Long 
Island.  14  Inches  in  Diameter.  Elevation, 
B.  W.  S.  Datum  :  Surface  of  Ground, 
33.4;  Ground-water.  23.9 


Sam-     Depth  Character  of  Material 

PLE  Feet 


1  0-3      Top-soil;  medium  and  fine  sand  mixed  with  fine  clay  and  fine  gravel 

2  3-9      Gravel:  coarse  20  per  cent. ;  fine  10  per  cent. ;  coarse  sand  70  per  cent . 

3  9-12      Coarse  gravel  50  per  cent.;  coarse  sand  50  per  cent. 

4  12-17      Gravel  70  per  cent. ;  sand  30  per  cent. 

5  17-21  "       80    "      "     sand:  coarse  10  per  cent. ;  medium  10  per  cent. 

6  21  -38      Fine  gravel  10  per  cent.;  yellow  sand:   medium  65  per  cent  ;  fine 

25  per  cent. 

7  21  -38      Fine  gravel  10  per  cent.;   yellow  sand:   medium  65  per  cent.;  fire 

25  per  cent. 

8  38-54      Fine  gravel  10  per  cent;    yellow  sand:   medium  65  per  cent.;  fine 

25  per  cent. 

9  54-60      Coarse  gravel  15  per  cent.;  yellow  sand:  medium  55  per  cent.;  fine 

30  per  cent. 

10  60-70      Coarse  gravel  5  per  cent.;  yellow  sand:   medium  45  per  cent.;  fine 

50  per  cent. 

11  70-75      Fine  gravel  5  per  cent.;   yellow  sand:   medium  60  per  cent.;  fine 

35  per  cent. 

12  75-80      Fine  gravel  5  per  cent.;  yellow  sand:    medium  60  per  cent.;  fine 

35  per  cent. 

13  80-88      Yellow  sand:  coarse  5  per  cent.;  medium  50  per  cent.;  fine  40  per 

cent.;  organic  matter  5  per  cent. 

14  88-94      Gravel:  coarse  25  per  cent. ;  fine  10  per  cent.;  yellow  sand:  coarse 

10  per  cent.;  medium  55  per  cent. 

15  94  -97      Gravel:  coarse  30  per  cent. ;  fine  40  per  cent. ;  yellow  sand:  coarse 

20  per  cent.;  medium  10  per  cent. 

16  97-  98      Gravel:  coarse  70  per  cent.;  fine  20  per  cent.;  coarse  yellow  sand 

10  per  cent. 

17  98-102      Mixture  of  fine  gravel,  sand  and  clay  with  iron-coated  pyrites 

18  102-104      Dark  blue  clay  with  pyrites 

19  104-106      Sand:  fine  70  per  cent.;  superfine  30  per  cent. 

20  106-113        "         "    40    "      "  "         60  " 

21  113-115        "        medium  70  per  cent. ;  fine  30  per  cent. 

22  115-116      Black  clav  well  compacted 

23  116-117 

24  117-119      Sand:  fine  60  per  cent. ;  superfine  40  per  cent. 

25  119-131        "        medium  75  per  cent.;  fine  25  per  cent.;  pyrites;  peat 

26  119-131  "        75  25  " 

27  119-131        •'  "        75 '    25  " 

28  131-135      Dark  clay  stratified  with  fine  sand  and  peat 

29  135-136 

30  136-138 

31  13S-  146      Sand:  medium  70  per  cent.;  fine  30  per  cent. 

32  146  -147      Mixture  of  organic  matter,  gray  clay  and  fine  sand  inter-stratified 

33  147  149      Coarse  sand  mixed  with  light  gray  clay;  layer  of  pyrites  with  sand 

34  149  156      Mixture  of  dark  blue  sand  with  peat  and  medium  sand 

35  149  15(i 

36  156-1<)0      Sand:  coarse  30  per  cent.;  medium  70  per  cent. 
;}7      160  161      Slimy  mixture  of  ijray  clay  with  peat 

164   170      Sand:  medium  80  per  cent. ;  fine  20  per  cent. 
:{<)      170  173         "  "       90 10  " 

40  173  174      Medium  grav  sand  mixed  with  pyrites 

41  174-175  Peat 

42  175  182      Sand:  medium  30  per  cent.;  fine  70  per  cent. 

43  182-187      Medium  and  fine  gray  sand  with  small  layer  of  stratified  peat 

44  187-205      Sand:  medium  25  per  cent.;  fine  75  per  cent. 

45  205  207      Mixture  of  gray  sand,  clay  and  peat 

46  207-208      Fine  gravel  3  per  cent. ;  sand:  coarse  (iO  per  cent . ;   medium  30  jut 

cent.;  clav  7  jjer  cent. 

47  207  208      Fine  gravel  3  per  cent. ;  sand:   coarse  (iO  per  cent . ;   nn-dium  30  per 

cent.;  clav  7  per  cent. 
IS      207  20S      Fine  gravel  3  per  cent.;  sand:  coarse  60  per  cent.;   meduiin  .50  per 

(  ent. ;  clay  7  per  cent. 
4«>      208  209       Mlack  clav  with  traces  of  sand 
,50      209  210 


TABLE   15  {Continued) 
Well  1  (Continued) 


233 


Sam-     Depth  Character  of  Material 

PLE  Feet 


51  210-212. o  Black  clay  20  per  cent.;  sand:  coarse  60  per  cent. ;  medium  10  per 

cent.;  fine  10  per  cent. 

52  212.5-214  Black  clay  with  fine  sand  and  peat 

53  214-217  Medium  and  fine  sand  with  pyrites 

54  217-221  Sand:  coarse  10  per  cent.;  medium  70  per  cent.;  fine  20  per  cent. 

55  221-224.5  "      medium  60  per  cent. ;  fine  30  per  cent. ;  peat  10  per  cent. 

56  224.5-228  Soft  stratified  gray  clay 

57  224.5-228 

58  224.5-228 

59  225.5-228  '           '           "  " 

60  228-230  Soft  and  fine  gray  clay ;  pyrites 

61  230-234 

62  230-234  '•  " 

63  234-236.5  Grav  clav 

64  236.5-238.5  ' 

65  238.5-240 

66  240-243 

67  243-244.5  Sand:  medium  70  per  cent. ;  fine  30  per  cent. 

68  244.5-246  Medium  sand,  peat  and  pyrites 

69  244.5-246 

70  246-249  Dark  gray  and  white  clay  with  pyrites  and  medium  sand 

71  249-253.5  Gray  clay  mixed  with  sand,  firmlv  compacted 

72  253.5-254.5 

73  254.5-256.5  ' 

74  256.5-258.5  Black  fine  clay 

75  258.5-259  with  peat 

76  259-260  Dark  gray  clay  and  pyrites 

77  260-261  Black  clay,  pvrites  and  peat 

78  261-264  Sand:  medium  60  per  cent.;  fine  35  per  cent.;  clay  5  per  cent, 

79  264-267  ■•              •        60  40  " 

80  267-270  "             "        60  40  " 

81  270-271  Stratified  laver  of  peat  and  clay 

82  271-274  Sand:  medium  70  per  cent.;  fine  30  per  cent.;  pyrites 

83  274-281  Medium  and  fine  light  gray  sand  with  peat  and  clay 

84  274-281 

85  281-285  Medium  sand;  pyrites 

86  285-287  Gray  clay;  medium  sand;  peat;  pyrites 

87  287-292  Sand:  medium  70  per  cent.;  fine  30  per  cent. 

88  292-300  '•        70  30  " 

89  300-305  "             '•        70  30  " 

90  .305-314.5  "             "        70    "      "        "    30  " 

91  314.5-317  Peat  with  medium  gray  sand 

92  317-323  Sand:  medium  85  per  cent.;  fine  15  per  cent. 

93  323-326  Layers  of  black  soft  clay  and  fine  sand 

94  326-327  "        ' ' 

95  327-330  Light  gray  clay  inter-stratified  with  fine  sand  and  peat 

96  327-330  '  " 

97  330-332  Medium  sand  90  per  cent.;  clay  10  per  cent. 

98  332-339.5  Soft  black  clay  inter-stratified  with  peat  and  sand 

99  339.5-342  Clay;  pyrites;  peat 

100  342-344.5  " 

101  344.5-345.5  Clay;  peat;  medium  sand 

102  345.5-353 

103  353-355  Clay  85  per  cent.;  fine  sand  15  per  cent. 

104  355-358  Soft  black  clay  mixed  with  peat  and  fine  sand 

105  355-358  '  ' 

106  358-364.5  Sand:  medium  70  per  cent.;  fine  30  per  cent.;  traces  of  clay 

107  364.5-369  Medium  and  fine  sand  mixed  with  clay  and  pyrites 

108  369-370  Pyrites  and  micaceous  sandstone 

109  370-372  Medium  sand  and  impure  pyrites 

110  372-379  Sand:  medium  70  per  cent.;  fine  30  per  cent. 

111  379-382  "             "       40  "      "         "    40    "      "    clay  20  per  cent. 

112  382-388  "             "       40  "      "         "    40   "  "     20  " 

113  388-394  "             "       40  40   "  20  with 

pvrites  . 

1  14      388-394  Sand:  medium  40  per  cent.;  fine  40  per  cent.;  clay  20  percent,  with 
pyrites 

115  394-400  Medium  sand  70  per  cent.;  clay  30  per  cent.;  pyrites;  peat 

116  394-400  "         "     70  30   "      "  '' 

117  400-401  Small  fragments  of  pyrites  and  peat  with  traces  of  clay 

118  401-405.5  Clav  70  per  cent.;  pyrites  20  per  cent.;  peat  10  per  cent. 

119  401-405.5  "  '  70  "      "          "       20 10  " 

120  401-405.5  "      70  "      "          "       20 10 


234 


TABLE   15  (Continued) 

Well  1  {Continued) 


Sam-     Depth  Character  of  ^Laterial 

PLE  Feet 


121 
122 
123 
124 
125 
126 
127 
128 
129 
130 
131 
132 

133 
134 
135 

136 

137 

138 

139 
140 
141 
142 
143 
144 
145 
146 


405.5-408 
405.5-408 

408-  409 

409-  410 

409-  410 

410-  411 

411-  412 

412-  413 

413-  416 
416-418 
418-421 
421-426 

426-431 
426-431 
431-434 

434-440 

440-444 

444-450 

450-455 
450-455 
455-461 
461-466 
466-469 
469-473 
473-476 
476-481 


147  481-486 


148 
149 
150 

151 

152 

153 
154 

155 
156 
157 
158 
159 
160 
161 

162 

1  f,3 

164 

165 
166 

167 

16S 

169 
170 
171 
172 


486-489 
489-492 
492-497.5 

497.5-.508 

.508-510 

510-512 
512-515 

515-517.5 
517.5-.520 

.520-524.5 
524.5-529 

529-5.30.5 
.530..-)-.'}34 

534  537 

537  510 

540  542 

542  545 

545  5.'')0 
5.50-554 


558  564 

564  5(;5 

565  567.5 
567.5  568  5 
568.5  572 


Medium  sand  80  per  cent.;  clay  20  per  cent.  ;  peat 
Clay 


Peat;  sand;  clay 

Clay  95  per  cent.;  sand  5  per  cent. 

Pyrites  15  per  cent.;  clay  70  per  cent.;  sand  15  per  cent. 
Clay  with  fine  sand 
peat;  fine  sand 

Clay  60  per  cent.;  fine  sand  30  per  cent.;  pyrites  5  per  cent.;  peat 
5  per  cent. 

Medium  sand  and  peat  inter-stratified;  pyrites 

Medium  sand  60  per  cent.;   clay  30  per  cent.;   pyrites  5  per  cent.; 
peat  5  per  cent. 

Medium  sand  60  per  cent.;  clay  30  per  cent.;   pyrites  5  per  cent.; 
peat  5  per  cent. 

Medium  sand  80  per  cent.;  fine  sand  15  per  cent.;  clay,  pyrites  and 
peat  5  per  cent. 

Medium  sand  80  per  cent.;  fine  sand  15  per  cent.;  clay,  pyrites  and 

peat  5  per  cent. 
Clay  60  per  cent.;  fine  sand  30  per  cent.;  peat  10  per  cent. 

"     60  "      ' 30  "      "         "     10  " 
Gray  soft  clay;  medium  sand;  pyrites;  peat 
Medium  sand  and  pyrites 

"         "     light  gray  clay;  peat;  pyrites 


Sand:   medium  60  per  cent.;   fine  35  per  cent.;   pyrites  and  peat 
5  per  cent. 

Sand:  medium  30  per  cent.;  fine  40  per  cent.;  clay  25  per  cent.; 

pyrites  and  peat  5  per  cent. 
Medium  sand  80  per  cent.;  clay  20  per  cent.;  pvrites 

"     80  "      "         "    20  "  "      with  peat 

Sand:   medium  75  per  cent.;   fine  20  per  cent.;   pyrites  and  peat 

5  per  cent. 

Sand:   medium  75  per  cent.;   fine  20  per  cent.;   pyrites  and  peat 
5  per  cent. 

Sand:   medium  75  per  cent.;   fine  20  per  cent.;   pyrites  and  peat 
5  per  cent. 

Sand:  medium  60  per  cent. ;  fine  40  per  cent. ;  traces  of  pyrites 
Sand:  medium  30  per  cent.;  fine  55  per  cent.;  hard  gray  clay  15 
per  cent. 

Fine  sand  80  per  cent. ;  soft  gray  clay  20  per  cent. ;  pyrites 
Medium  sand  60  per  cent.;  fine  gray  sand  40  per  cent. 
Fine  sand  and  pyrites 

Gray  clay  60  per  cent.;  medium  sand  40  per  cent. 
Large  pieces  of  pyrite  and  clay 

Sand:   medium  50  per  cent.;   fire  40  per  cent.;   gray  clay  10  per 
cent. 

Sand:   medium  50  percent.;    fine  40  per  cent.;   gray  clay  10  per 
cent. 

Sand:  medium  70  per  cent.;  fine  15  per  cent.;  gray  clay  and  peat 
15  per  cent. 

Sand:  medium  70  per  cent.;  fine  15  per  cent.;  gray  clay  and  peat 
15  per  cent. 

Peat  interlaid  with  mica  and  clay,  with  medium  sand 
Sand:   medium  30  per  cent.;  fine  60  per  cent.;  clay  and  mica  10 
per  cent. 

Sand:   medium  30  per  cent.;   fine  60  per  cent.;   clay  and  mica  10 
per  cent. 

Sand:    medium  20  per  cent.;    fine  75  per  cent.;    light  gray  clay  .) 
per  cent. 

Gray  and  brown  and  white  clay;  fine  sand 
Hard  gray  clay;  pyrites 
Hard  gray  clay;  pyrites 

"      "         "  peat 


235 


TABLE   15  (Continued) 


Well  1  (Continued) 


Sam- 

Depth 

Character  of  ^L\TERIAL 

ple 

Feet 

173  572-573      Dark  and  light  gray  claj- stratified;  peat;  medium  and  fine  sand 

174  573-575  ' 

175  575-579.5   Coarse  and  medium  sand;  traces  of  fine  gravel  and  clay 

176  579.5-582.5   Sand:  medium  30  per  cent. ;  fine  50  per  cent. ;  gray  clay  20  per  cent. ; 

peat;  mica 

177  582.5-584.5   Sand:  medium  20  per  cent.;  fine  70  per  cent.;   dark  gray  clay  10 

per  cent. 

178  584.5-587      Particles  of  peat  70  per  cent.;   fine  sand  25  per  cent.;    mica  and 

clay  5  per  cent. 

179  584.5-587      Particles  of  peat  70  per  cent.;   fine  sand  25  per  cent.;   mica  and 

clay  5  per  cent. 

180  587-591      Fine  gravel  5  per  cent.;  sand:  coarse  60  per  cent.;  medium  20  per 

cent.;  gray  clay  15  per  cent. 

181  587-591      Fine  gravel  5  per  cent.;  sand:  coarse  60  per  cent.;  medium  20  per 

cent.;  gray  clay  15  per  cent. 

182  587-591      Fine  gravel  5  per  cent.;  sand:  coarse  60  per  cent.;  medium  20  per 

cent.;  gray  clay  15  oer  cent. 

183  591-593      Gravel  10  per  cent.;  sand:   coarse  20  per  cent.;  medium  40  per 

cent.;  fine  30  per  cent.;  peat;  clay 

184  593-600      Fine  gravel  10  per  cent.;  sand:  coarse  60  per  cent.;  medium  20  per 

cent.;  clay,  peat  and  pyrites  10  per  cent. 

185  600-605      Gray  clay  85  per  cent.;  sand  15  per  cent. 

186  605-607      Fine  gray  clay;  sand 

187  607-608      White  clay;  fine  sand 

188  608-611      Sand:  medium  30  per  cent.;  fine  70  per  cent. 

189  611-616.5      "  "        30  70  " 

190  616. .5-617      Hard  gray  clay  well  compacted 

191  617-619      Fine  sana  80  per  cent.;  gray  clay  20  per  cent, 

192  619-623        "       "     80  20  " 

193  623-624.5      "       "    80  "      "        "        "    20  " 

194  624.-5-626        "       "     80 '    20  " 

195  626-628      Sand:  medium  40  per  cent. ;  fine  50  per  cent.;  clay  10  per  cent. 

196  628-631.5  Sand:  medium  40  per  cent.;  fine  45  per  cent.;  clay  12  per  cent.; 

peat  3  per  cent. 

197  631.5-642.5  Sand:  medium  40  per  cent.;  fine  45  per  cent.;  clay  12  per  cent.; 

peat  3  per  cent. 

198  642.5-646      Sand:   medium  50  per  cent.;  fine  40  per  cent.;  clay  10  per  cent.; 

peat 

199  646-650      Sand:   medium  40  per  cent.;  fine  50  per  cent.;  clay  10  per  cent.; 

peat 

200  6.50-652.5  Sand:  coarse  2  0  per  cent  ;  medium  60  per  cent.;  fine  15  per  cent.; 

clay  5  per  cent. 

201  652. .5-653. 5   Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;    medium  50 

per  cent.;  clay  5  per  cent.;  peat 

202  653.5-655.5   Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;    medium  50 

per  cent.;  clay  5  per  cent.;  peat 

203  655. .5-658      Traces  of  coarse  and  fine  gravel;   coarse  and  medium  sand;  clay 

and  peat 

204  658-660      Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;   medium  40 

per  cent.;  clay  15  per  cent. 

205  660-670      Sand:  coarse  50  per  cent.;  medium  40  per  cent.;  fine  10  per  cent.; 

trace  of  gravel 

206  670-678      Sand:   medium  30  per  cent.;  fine  60  per  cent.;  clay  10  per  cent.; 

peat;  mica 

207  678-682      Sand:  coarse  20  per  cent. ;  medium  40  per  cent. ;  fine  25  per  cent.; 

clay  15  per  cent.;  peat;  mica;  trace  of  gravel 

208  682-688      Sand:  coarse  20  per  cent. ;  medium  40  per  cent. ;  fine  25  per  cent. ; 

clay  15  per  cent.;  peat;  mica;  trace  of  gravel 

209  688-692      Fine  gravel  5  per  cent.;   sand:   coarse  15  per  cent.;    medium  50 

per  cent.;  fine  20  per  cent.;  clay  10  per  cent. 

210  692-693      Medium  sand  30  per  cent.;  clay  70  per  cent. 

211  693-694      Clay  60  per  cent.;  medium  sand  35  per  cent.;  peat  5  per  cent. 

212  694-695.5   Fine  gravel  10  per  cent.;   sand:   coarse  50  per  cent.;   medium  30 

per  cent.;  clay  10  per  cent. 

213  695.5-700      Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;    medium  45 

per  cent.;  clay  10  per  cent. 

214  700-705      Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;    medium  45 

percent.;  clay  10  per  cent. 

215  705-708      Fine  gravel  5  per  cent.;   sand:   coarse  40  per  cent.;    medium  4.) 

per  cent.;  clay  10  per  cent.;  with  peat 

216  70S  710      Sand:  coarse  20  per  cent.;  medium  40  per  cent.;  fine  35  per  cent.; 

clay  5  per  cent. 


236 


TABLE   15  {Continued) 

Well  1  {Concluded ) 


Sam-     Depth  Character  of  ^L\TERIAL 

PLE  Fekt 


217  710-713      Sand:  coarse  15  per  cent.;  medium  60  per  cent.;  fine  25  per  cent.; 

traces  of  peat;  pyrites;  fine  gravel 

218  713-717      Compact  mixture  of  clay,  fine  gravel;  coarse  and  medium  sand;  peat 

219  717-721      Fine  gravel  5  per  cent. ;  sand:  coarse  25  per  cent. ;  medium  30  per 

cent.;  fine  30  per  cent.;  clay  10  per  cent. ;  traces  of  peat;  pyrites 

220  721-723.5   Sand:  coarse  40  per  cent. ;  medium  (50  per  cent. 

221  723.5-728      Sand:   coarse  5  per  cent.;  medium  80  per  cent.;  fine  15  per  cent.; 

trace  of  gravel 

222  728-731      Fine  gravel  20  per  cent.;   sand:   coarse  60  per  cent.;   medium  20 

per  cent. 

223  731-733.5   Fine  gravel  15  per  cent.;   sand:   coarse  65  per  cent.;   medium  20 

per  cent.;  traces  of  clay 

224  733.5-734.5   Fine  gravel  5  per  cent.;   sand:    coarse  15  per  cent.;    medium  70 

per  cent.;  clay  10  per  cent. 

225  734.5-742      Sand:  coarse  30  per  cent.;  medium  60  per  cent.;  clay  10  per  cent  ; 

trace  of  fine  gravel 

226  742-747      Fine  gravel  5  per  cent.;  sand:  coarse  40  per  cent.;   medium  40  per 

cent.;  fine  10  per  cent.;  peat  and  clay  5  per  cent. 

227  747-750      Fine  gravel  5  per  cent.;  sand:  coarse  40  per  cent.;   medium  40  per 

cent.;  fine  10  per  cent.;  peat  and  clay  5  per  cent. 

228  747-750      Fine  gravel  5  per  cent.;  sand:  coarse  40  per  cent.;  medium  40  per 

cent.;  fine  10  per  cent.;  peat  and  clay  5  per  cent. 

229  750-752      Fine  gravel  25  per  cent.;  sand:  coarse  45  per  cent.;  medium  20  per 

cent.;  fine  10  per  cent. 

230  750-752      Fine  gravel  25  per  cent. ;  sand:  coarse  45  per  cent. ;  medium  20  per 

cent.;  fine  10  per  cent. 

231  752-754      Sand:  coarse  20  per  cent.;  medium  50  per  cent.;  fine  20  per  cent.; 

clay  10  per  cent.;  trace  of  gravel 

232  754-757      Fine  gravel  10  per  cent. ;  sand:  coarse  60  per  cent. ;  medium  25  per 

cent.;  fine  5  per  cent. 

233  757-758.5   Fine  gravel  20  per  cent.;  sand:  coarse  60  per  cent. ;  medium  15  per 

cent.;  gray  clay  5  per  cent. 

234  757-758.5   Fine  gravel  20  per  cent. ;  sand:  coarse  60  per  cent. ;  medium  15  per 

cent.;  gray  clay  5  per  cent. 

235  758.5-760      Medium  sand  30  per  cent.;  fine  70  per  cent.;  trace  of  gravel 

236  760-762      Hard  gray  clay 

237a    762-766      Sand:  medium  20  per  cent. ;  fine  70  per  cent. ;  clay  10  per  cent. 
237b    766-768      Hard  gray  clay 

238  768-771      Peat;  clav;  sand 

239  771-773      Clay;  fine  sand 

240  773-775      Sand:  coarse  30  per  cent.;  medium  50  per  cent.;  fine  15  per  cent.; 

gray  clav  5  per  cent. 

211      773-775      Sand:  coarse  30  per  cent. ;  medium  50  per  cent. ;  fine  15  per  cent. ; 
gray  clay  5  per  cent. 

242  775-780.5   Clay  mixed  with  gravel  and  pyrites;  peat 

243  780.5-786      Gravel:  coarse  5  per  cent. ;  fine  50  per  cent. ;  sand:  coarse  20  per 

cent.;  medium  20  per  cent.;  clay  5  per  cent. 

244  786-787.5   Sand:   medium  40  per  cent.;   fine  55  per  cent.;   clay  5  per  cent.; 

traces  of  fine  gravel 

245  787.5-788      Gravel  25  per  cent. ;  sand  70  per  cent. ;  clay    5  per  cent. 

247  788-789  "       50  40  10  "      "  pyrites 

248  789  790  "       70  30  pyrites 

249  790-791  "       50  "      "         "     45 5  per  cent. 

250  791-798.5   Gravel:  coarse  5  per  cent.;  fine  15  per  cent.;  sand:  coarse  40  per 

cent.;  medium  30  per  cent.;  fine  10  per  cent.;  trace  of  clay 

251  798.5-800      Gravel  40  per  cent. ;  sand  60  per  cent. ;  trace  of  clay 

252  800  802  "       45  50  "      "       clay  5  per  cent. 

253  H02  S08      Fine  gravel  1 0  per  cent. ;  sand:  coarse  20  per  cent. ;  medium  40  i)er 

cent.;  fine  30  per  cent.;  traces  of  clay  and  peat 

254  808-809      Gravel  50  per  cent. ;  sand  50  per  cent. 


237 


TABLE   15  [Continued 


Classification  of  Samples  from   California  Stovepipe 
Well   3,   Enperiment   Station,   West   Islip,  Long 
Island.    16    Inches    in    Diameter.  Elevation, 
B.  W.  S.    Datum:    Surface  of  Ground.  30: 
Ground-water.  23.9 


Sam-  Depth 

Character  of  Material 

PLE  Feet 

1 

0 

-  2 

2 

2 

-  4 

3 

4 

-  6 

4 

-  12 

5 

12 

-  13 

oa 

12 

-  13 

6 

13 

-  15 

7 

13 

-  15 

8 

I0..5 

-  17 

9 

l.'i.O 

-  17 

10 

17 

-  19 

11 

19 

-21 

12 

21 

-23 

13 

23 

-  26 

14 

26 

-  27 

1 .5 

27 

-  29 

1  n 

29 

-31 

17 

31 

-33 

18 

33 

-  35 

19 

3.5 

-  37 

20 

37 

-  39 

21 

39 

-41 

22 

41 

-43 

2.3 

43 

-45 

24 

45 

-49 

2.5 

49 

-  51 

26 

.51 

-  53 

27 

.53 

-  55 

28 

.5.5 

-57 

29 

.57 

-.59 

30 

.59 

-61 

31 

61 

-63 

32 

63 

-65 

33 

6.5 

-67 

34 

67 

-69 

3.5 

69 

-  71 

30 

71 

-  73 

37 

73 

-75 

38 

7.5 

-77 

39- 

77 

-  79 

40 

79 

-81 

41 

81 

-83 

42 

83 

-86 

43 

86 

-87 

44 

87 

-89 

89 

-  91 

4  a 

91 

-93 

Brown  clay  75  per  cent.;  sand  20  per  cent.;  gravel  5  per  cent. 
Clay  50  per  cent.;  gravel:  coarse   10  per  cent.;   fine  5  per  cent.; 

sand:  coarse  10  per  cent.;  medium  10  per  cent.;  fine  15  per  cent. 
Gravel  15  per  cent.;  sand  85  per  cent. 
Fine  gravel  5  per  cent.;  sand  95  per  cent. 

Gravel:   coarse  50  per  cent.;    fine  25  per  cent.;   sand:   coarse  15 

per  cent.;  medium  10  per  cent. 
Sample  of  largest  gravel  brought  up 

Gravel:   coarse  60  per  cent.;    fine  20  per  cent.;    sand:    coarse  10 

percent.;  medium  10  per  cent. 
Gravel:   coarse  60  per  cent.;   fine  20  per  cent.;   sand:   coarse  10 

per  cent.;  medium  10  per  cent. 
Gravel:  coarse  30  per  cent.:  fine  35  per  cent.;  sand  35  per  cent. 
30  35  •'  " 

55  30  •• 

45  "  "  "  10  '• 
55   '•      '•         ••    15  •' 

 10  ■• 

 20  " 

  2  " 

sand:  coarse  50  per  cent. 


35 
"  15  " 
'•  45  " 
•'  30  " 
"  60  " 
"  20 
"  88  " 
medium  30  per  cent. 


60 

medium  30  per  cent.; 


30 
60 
10 

Gravel  5  per  cent.; 

fine  15  per  cent. 
Gravel:  coarse  35  per  cent.;  fine  15  per  cent.;  sand  50  per  cent. 

25  ' 15  " 
Gravel  10  per  cent.;  sand:  coarse  30  per  cent. 

fine  30  per  cent. 

Coarse  gravel  5  per  cent. ;  sand :  coarse  25  per  cent. ;  fine  70  per  cent. 
5 15 80 
5 10 85 
2 10  ••  "  "  88 
5 10 85 
5 10 85 
2 10 88 
3 10 87 
^  "  "1 5  '•  "  "  94 
Sand:  coarse  20  per  cent.;  medium  40  per  cent.;  fine  40  per  cent. 
10  ••      "  "       30  "      ••         "   60  " 

5  "      '•  "       25  70  " 

5    "      "  "       25  "      "  "  70  " 

traces  of  mica 

Gravel  1  psr  cent.;  sand:  coarse  4  per  cent.;  medium  20  per  cent.; 

fine  75  per  cent.;  traces  of  mica 
Sand:  coarse  5  per  cent.;   medium  15  per  cent.;   fine  80  per  cent.; 

few  small  pebbles;  traces  of  mica 
Sand:  coarse  5  per  cent.;   medium  15  per  cent.;  fine  80  per  cent.; 

few  small  pebbles;  traces  of  mica 
Sand:  coarse  5  per  cent. ;  medium  15  per  cent. ;  fine  80  per  cent. ;  few 

small  pebbles;  traces  of  mica 
Sand:  medium  25  per  cent.;  fine  75  per  cent.;  traces  of  mica 
25  75 
25  "      "         "   75  " 
25  75 

25  75   "      "  •'       "  " 

Coarse  gravel  10  per  cent.;  sand:  medium  20  per  cent.; 

cent.;  struck  gravel  at  85.6  feet 
Gravel:   coarse  35  per  cent.;    fine  15  per  cent.;  sand: 

per  cent.;  medium  20  per  cent.;  fine  20  per  cent. 
Gravel:  coarse  20  per  cent.;  fine  55  per  cent.;  sand  25  per  cent. 

"     30  "      "         "    30  "      *•         "     40  •' 
Gravel:   coarse  60  per  cent.;   fine  20  per  cent.;   sandstone  10  per 
cent.;  sand  10  percent. 


fine  70  per 
coarse  10 


238 


TABLE    15  [Continued) 

Well  3  {Concluded) 


Sam-     Depth  Character  of  ^L\TERIAL 

PLE  Feet 


47  93  -95      Gravel:  coarse  15  per  cent  ;   fine  5  per  cent.;  sand  65  per  cent.; 

clay  2  per  cent.;  sandstone  o  per  cent. 

48  95-97      Fine  gray  sand  98  per  cent.:  clav-  2  per  cent.;  mica 


49  97-99        •'        "       "     98  ' 2 

50  99-101  Sand:  coarse  3  per  cent.;   medium  20  per  cent.;  fine  75  per  cent.; 

mica;  clay  2  per  cent. 

51  101-103  Fine  gray  sand;  clay;  mica 

52  103-10-2  Fine  gray  sand  98  per  cent.;  clay  2  per  cent.;  mica 

53  105-107  Fine  gra\  sand;  traces  of  clav  and  mica 
54a  107-109.5  clay 

54b  107-109.5     "        "      "         "  lignite 

55  109.5-112  Fine  sand  intermixed  with  lignite 

56  112-113  Fine  sand;  sandstone;  pyrite;  lignite 


57  113-115      Hard  blaek  elav 
57a  115-117.5   Fine  gra\-  sand  mixed  with  lignite 

58  117.5-120        ' ' 

59  120-122.5     "        "      "    traces  of  lignite;  mica;  clay 

60  122.5-123  ' 

61  123-125        "        "      "        "      "  " 

62  12.5-127  ' 

63  127-129 
64a  129-133 

64b  131              Pieces  of  lignite 

65  133-135      Fine  gray  sand;  peat;  soft  sandstone;  mica 

66  135-138        "        "       "      clay  mixed  with  sand 

67  138-141      Hard  black  clay 

68  141-144.5      "  "       "     mixed  with  lignite  and  sand 

69  144.5-147      Fine  gray  sand  mixed  with  peat 

70  147-148 

71  148-151      Hard  black  clay 

72  151-153 

73  153-155 

74  155-157 

75  157-159      Fine  gray  sand 

76  159-162 

77  162-165        "        "       "    90  per  cent.;  clay  10  per  cent. 

78  165-167        "        "       "    sandstone;  clav;  lignite 

79  167  169 

80  169-171        "        "       "    black  clav;  sandstone;  lignite 

81  171-173 

82  173-175        "        "       "    clay;  lignite;  mica 

83  175-177  '    lignite;  mica 

84  177-180 

85  180  -183        "        "       "    hard  black  clay  at  182  feet 

86  183-186  mixed  with  peat  and  mica 

87  186-190        "  " 

88  190  192  ' 

89  192  194 

90  191  196 

91  196  198 

92  198  200 


239 


TABLE   15  (Continued) 

Classificatiox  of  Samples  from   California  Stovepipe 
Well  2,  Experiment  Station.  West  Islip,  Long 
Island.  12  Inches  in  Diameter,  Elevation, 
B.  ^^^  S.  datum  :   Surface  of  Ground, 
30:  Ground-water.  23.9 


Sam-     Depth  Character  of  Material 

PLE  Feet 


1  0  -  3.6  Yellowish  brown  clay  70  per  cent.;   sand  20  per  cent.;   gravel  10 

per  cent. 

2  .3.6  -  4. .5  Blue  clay  with  traces  of  sand  and  gravel 

3  4.-5  -  6.6  Coarse  and  fine  gravel;  coarse  sand 

4  6.6  -  7  Gravel:    fine  50  per  cent.;    coarse  20  per  cent.;    coarse  sand  30 

per  cent. 

5a  7-10  Sand:  medium  90  per  cent.;  coarse  10  per  cent. 

5b  10-  12  Coarse  and  fine  gravel 

6  12-13  Gravel:  coarse  85  per  cent. ;  fine  10  per  cent. ;  coarse  sand  5  per  cent. 

7  13-16  Sand:  medium  60  per  cent.;  coarse  38  per  cent.;  gravel  2  per  cent. 

8  16-17  Gravel:  coarse  85  per  cent.;  fine  10  per  cent.;  coarse  sand  5  per  cent. 

9  17-18  "  ••     20  75  "      "  "       "     5  " 

10  18-19.5  "  "     80  "      "        "    15  "      "  "       "     5  " 

11  19.5-21  Coarse  sand  40  per  cent.;  coarse  gravel  60  per  cent. 

12  21  -23.2 

13  23.2-25.2  Sand:  coarse  20  per  cent.;  fine  75  per  cent.;  fine  gravel  5  per  cent. 

14  25.2-26.9  ••  '•      60  "      "       fine  gravel  40  per  cent. 

15  26.9-29.2  "       medium  75  percent.;  coarse  25  per  cent. 

16  29.2-30  ••  "        85  "      "          "      15  '• 

17  30-33  "       85  "      "  "      15  " 

18  33-38  "85  "      "  "      15  " 

19  38-42  •'  "       75  "      "          "      22  "      "   fine  gravel  3  per  cent. 

20  42-46  *'  •'        38  "      "         fine    60  "      "   gravel  2  per  cent. 

21  46-48  •'        27  "      "  "      70 3  " 

22  48-50  "  "        25  "      "          "      70  "      "       "      5  " 

23  .50-52  "  "        30  "      "          "      50   "      "   coarse  18  per  cent.; 

fine  gravel  2  per  cent. 

24  52-54.5  Medium  sand 

25  .54.5-56  Sand:  medium  75  per  cent.;  coarse  25  per  cent. 

26  .56 -.58  Fine  sand 

27  58-62  Sand:  fine  75  per  cent. ;  medium  25  per  cent. 

28  62  -  64  Fine  sand 

29  64-66.5  Sand:  fine  85  per  cent.;  medium  15  per  cent. 

30  66.5-68  "  "    85    "      "           "        15  " 

31  68-70  "  "    85    "      "           "        15  " 

32  70-72.6  Fine  sand 

33  72.6-  74 

34  74  -  78.3  " 

35  78.3-80 

36  80-82  Sand:  fine  85  per  cent.;  medium  15  per  cent. 

37  82  -  84  Fine  sand 

38  84-86 

39a  86-88  Coarse  and  fine  gravel;  pyrite 

39b  86-88 

40  88  -89.5  "  Brown  sandstone;  medium  sand  cemented  by  iron 

41  89.5-91  Sandstone  with  gravel 

42  91  -92.7  Clay  and  pyrite 

43  92.7-93.5  Clay,  sandstone  and  sand 

44  93.5-95.5  Peat,  clay  and  sand 

45  95.5-98  Sand:  coarse  75  per  cent. ;  medium  25  per  cent. 

46  98-100  "  ••  .50  "  "  "  50  " 
4  7  100-102  "          "      65   "      "            "        35  " 


240 


TABLE    15  [Continued) 

Well  2  (Coiichidcd ) 


Sam- 

Depth 

ple 

Feet 

48 

102- 

104 

49 

104- 

106 

50 

106- 

108 

51 

108- 

111.5 

52 

1 11.5- 

113 

53 

1 13- 

115 

54 

1  lo- 

117.5 

55 

ll  7.5- 

119 

5G 

119- 

121 

57 

121- 

128.6 

58 

128.6- 

134 

59 

134- 

136.8 

60 

136.8- 

-138 

(U 

138- 

145 

62 

145- 

147 

63 

147- 

150 

64 

150- 

154 

65a 

154- 

158 

65b 

154- 

158 

66 

158- 

162 

67 

162- 

164 

68 

164- 

165 

69 

165- 

167 

70 

167- 

168.5 

71 

168.5- 

-170.5 

Character  of  Materl\l 


Coarse  and  medium  sand 
sand 

Sand:  coarse  65  per  cent.;  medium  35  per  cent. 
Medium  sand,  clay  and  peat 


Coarse  and  medium  sand 
Medium  sand,  clay  and  mica 


and  clay 

with  mica  and  organic  matter 


Medium  sand 

pyrite;  organic  matter 
clay 

Clay;  medium  sand;  pyrite 
Black  compact  clay 
Medium  gray  sand;  pyrite  and  peat 
sand;  trace  of  clay 

"    "      with  peat 

Coarse  and  medium  sand;  trace  of  clay 


Cl.\SSIF1C.\TI(JX     of     S.\MPLES     FRO.M     'rKST-WFI.I.     565.  P)AV- 

SHORE,  Long  Isi.axd.  W'vaa.  101  1m:et  Dffi'.  2  I.xciies 
IX  Diameter.    I^levatiox.  !>.  W.  S.    Datim  : 

Sl'KFACE  OF  (iROL'M).  30;  l)t)TT().M.   71 


Sam- 
ple 

Depth 
Feet 

1 

0 

-  6 

2 

6 

12 

3 

12 

-  18 

4 

18 

24 

5 

24 

-  30 

(> 

30 

-  36 

7 

36 

-42 

8 

42 

-  48 

9 

48 

54 

10 

51 

(•)() 

1  1 

til) 

fi5 

1  2 

t;.') 

70 

13 

70 

It 

79 

15 

79 

S4 

16 

St 

HS 

17 

ss 

9.3 

IS 

93 

97 

111 

97 

100 

Character  of  Material 


Fine  gravel  20  per  cent.;    white  sand:   coarse  40  per  cent.;  fine 

40  per  cent.;  trace  of  loam 
Fine  gravel  70  per  cent.;    white  sand:   coarse  20  per  cent.;  fine 

10  per  cent. 

Fine  gravel  70  per  cent.;  white  sand:  coarse  20  per  cent.;  fine 
10  per  cent. 

Fine  gravel  20  per  cent.;  white  sand:  coarse  20  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
Fine  gravel  20  per  cent.;  white  sand:  coarse  20  per  cent.;  medium 

40  per  cent.;  fine  20  per  cent. 
White  sand:   coarse  60  per  cent.;  'medium  20  per  cent.;    fine  20 

per  cent.  , 
White  sand:   coarse  20  per  cent.;    medium  60  per  cent.;    fine  20 

per  cent. 

Fine  gravel  10  per  cent.;  white  sand:  coarse  20  per  cent.;  medium 

50  per  cent.;  fine  20  per  cent. 
White  sand:   coarse  20  per  cent.;    medium  60  per  cent.;    fine  20 

per  cent. 

White  sand:  medium  30  per  cent.;  fine  40  per  cent.;  superfine  30 
per  cent. 

Yellow  sand:  fine  70  per  cent.;  superfine  30  per  cent. 

 70  •'      "  •'        30  ••  ■• 

White      "         "    40   "       '•  "         <»0  '• 

Fine  gravel  10  per  cent.;   white  sand:  coarse  30  i)cr  cent . ;  medium 

40  per  cent.;  fine  20  per  cent. 
Light  gray  sand:   medium  50  per  cent. ;   fine  .)0  per  cent . ;  trace  ot 

peat 

Light  gray  sand:  medium  50  per  cent.;  diu'  .)()  per  cent.;  trace 
of  peat 

Light  gray  sand:  medium  50  per  cent.;  fun-  50  per  cent.;  trace 
of  peat  ,.        .  .  r 

Light  gray  sand:  coarse  30  per  cent.;  mediuiii  .X)  i)er  cent.;  line 
20  per  cent.;  trace  of  peat  _  ^  a 

!>ight  gray  sand:  coarse  30  per  cent.;  medium  uO  per  cent.;  tine 
20  per  cent;  trace  of  peut  


241 


TABLE    15  (Continued) 

Classification  of   Samples  from   California  Stovepipe 
Well  6,  Corner  Grand  Boulevard  and  44th  Street, 
North  of  I  slip,  Long  Island,  12  Inches  in 
Diameter.  Elevation.  B.  W.  S.  Datum  : 
Surface  of  Ground.  37.6;  Ground- 
water, 24.8 


Sam- 

Depth 

Character  of  Material 

ple 

Feet 

Q 

_  3 

2 

Ssrid *  cosrsc  20  per  ccrit.i  medium  60  per  cent.j  fine  20  per  cent. 

■i 

_  7 

GrsveL   course  10  per  cent.j   fine  10  per  cent.j   p3,le  yellow  S3.iidr 

cOcirse  60  per  cent.j  medium  20  per  cent. 

_ 

-10 

Gra.veli   coarse  20  per  cent.;   fine  10  per  cent.j   pa,le  yellow  sand; 

coarse  50  per  cent.;  medium  20  per  cent. 

_ 

5 

10 

—  14 

Oravel J   coarse  10  per  cent.;   fine  10  per  cent.;   pale  yellow  sandc 

coarse  20  per  cent.;  medium  40  per  cent.;  fine  20  per  cent. 

0 

14 

—  17 

GraveL   coarse  30  per  cent.;   fine  20  per  cent.;   sandi    coarse  40 

per  cent. ;  medium  10  per  cent. 

7 

17 

-  20 

Gravel  J   coarse  20  per  cent.;    fine  10  per  cent.;    sand;   coarse  30 

per  cent.;  medium  40  per  cent. 

8 

20 

-  23 

Gravel  I   coarse  20  per  cent.;   fine  20  per  cent.;    sand;    course  20 

per  cent.;  medium  40  per  cent. 

9 

23 

-  24 

Gravel;  coarse  10  per  cent.;  fine  10  per  cent.;  yellow  sand;  coarse 

20  per  cent.;  medium  60  per  cent. 

10 

24 

-  26 

Gravel;   coarse  5  per  cent.;   fine  5  per  cent.;   yellow  sand;  coarse 

15  per  cent.;  medium  50  per  cent.;  fine  25  per  cent. 

1 1 

26 

-  28 

Gravel;   coarse  5  per  cent.;   fine  5  per  cent.;   yellow  sand;  coarse 

20  per  cent.;  medium  50  per  cent.;  fine  20  per  cent. 

1 2 

28 

-  30 

Gravel;   coarse  10  per  cent.;    fine  10  per  cent.;   sand;    coarse  20 

per  cent.;  medium  40  per  cent.;  fine  20  per  cent. 

I  o 

30 

-  32 

Sand;  coarse  15  per  cent.;  medium  50  per  cent.;  fine  3o  per  cent. 

14 

32 

—  34 

Ciravel ;    coarse  5  per  cent.;    fine  10  per  cent.;    sand:    coarse  20 

per  cent.;  medium  40  per  cent.;  fine  25  per  cent. 

1  o 

34 

—  36 

Fine  gravel  10  per  cent.;   sand;   coarse  30  per  cent.;   medium  40 

per  cent.;  fine  20  per  cent. 

10 

36 

—  38 

Gravel  5  per  cent.;  sand;  coarse  5  per  cent.;  medium  00  per  cent.; 

fine  30  per  cent. 

1 7 

38 

—  40 

Gravel  5  per  cent.;  sand;  coarse  5  per  cent.;  medium  60  per  cent.; 

fine  30  per  cent. 

18 

40 

—  42 

Gravel  5  per  cent.;  sand;  coarse  5  per  cent.;  medium  60  per  cent.; 

fine  30  per  cent. 

1 9 

42 

—  44 

Gravel;   coarse  5  per  cent.;   fine  5  per  cent.;   sand;   coarse  20  per 

cent.;  medium  40  per  cent.;  fine  30  per  cent. 

20 

44 

-46 

Gravel  1  per  cent.;  sand;  coarse  10  per  cent.;  medium  70  per  cent.; 

fine  19  per  cent. 

21 

46 

-48 

Gravel  1  percent.;  sand;  coarse  10  per  cent.;  medium  70  per  cent. ; 

fine  19  per  cent. 

22 

48 

-  50 

Gravel;   coarse  10  per  cent.;   fine  10  per  cent.;   rich  yellow  sand; 

coarse  30  per  cent.;  medium  50  per  cent. 

23 

50 

-  52 

Gravel;   coarse  10  per  cent.;   fine  10  per  cent.;   rich  yellow  sand: 

coarse  30  per  cent.;  medium  50  per  cent. 

24 

52 

-54 

Gravel:  coarse  5  per  cent.;   fine  5  per  cent.;   yellow  sand:  coarse 

10  per  cent.;  medium  40  per  cent.;  fine  40  per  cent. 

25 

54 

-56 

Dark  yellow  gravel  5  per  cent.;  sand:  coarse  15  per  cent.;  medium 

50  per  cent.;  fine  30  per  cent. 

2fi 

56 

-58 

Dark  yellow  sand  0;   sand:   coarse  5  per  cent.;  fine  45  per  cent.; 

medium  50  per  cent. 

27 

58 

-  60 

Dark  brown  sand:  medium  60  per  cent. ;  fine  40  per  cent. 

28 

60 

-  62 

Light  brown  sand:  coarse  10  per  cent.;  fine  40  per  cent.;  medium 

50  per  cent. 

29 

62 

-64 

Dark  brown  sand;  medium  60  per  cent.;  fine  40  per  cent. 

30 

64 

-  68 

"         "       coarse  5  per  cent.;   fine  30  per  cent.;  medium 

65  per  cent. 

31 

68 

-  70 

Dark  brown  sand;  coarse    0;  fine  50  per  cent. ;  medium  50  per  cent. 

32 

70 

-  72 

medium  50  per  cent.;  fine  50  per  cent. 

33 

72 

-  74 

yellow    "            "        50  "      "         "  50 

34 

74 

-  76 

  "        50 '    50  "  " 

3'> 

76 

78 

  '•        50                         50  "  " 

30 

78 

-  80 

  ■'        50  "      "         "    50  "  " 

37 

80 

-  82 

  '•        50                         50  " 

38 

82 

-84 

  "        50                         50  " 

39 

84 

-86 

  "        50                         50  " 

40 

86 

-88 

"         "         "        coarse  20  per  cent.;  medium  50  per  cent.;  fine 

30  per  cent. 


242 


TABLE    15  (Coutiuucd) 

Well  6  {^Continucd ) 


Sam-     Depth  Character  of  -\L\teriai. 

PLE  Feet 


Dark  yellow  sand:  medium  40  per  cent.;  fine  60  per  cent. 

"    :  coarse  10  per  cent.;   medium  50  per  cent.;  fine 

40  per  cent. 

Dark  yellow  sand:  coarse  10  per  cent.;  medium  60  per  cent.;  fine 
30  par  cent. 

Dark  yellow  sand:  coarse  10  per  cent.;   medium  50  per  cent.;  fine 
10  per  cent. 

Dark  yellow  sand:  coarse  10  per  cent.;  medium  50  per  cent.;  fine 
40  per  cent. 

Dark  yellow  sand:  coarse  5  per  cent.;   medium  45  per  cent.;  fine 
50  per  cent. 

Dark  yellow  sand:  medium  50  per  cent.;  fine  50  per  cent. 

40  60  •' 

Dark  brown  sand:  coarse  10  per  cent.;  medium  60  per  cent.;  fine 
30  per  cent. 

Dark  brown  sand:  medium  GO  per  cent.;  fine  40  per  cent. 
Coarse  gravel  5  per  cent.;    sand:    medium  GO  per  cent.;    fine  35 
per  cent. 

Gray  and  brown  clay;  sandstone  and  pyrite 
Soft  gray  clay 

Gravel:    coarse  10  per  cent.;    fine  5  per  cent.;    sand:    coarse  30 

per  cent.;  medium  30  per  cent.;  fine  25  per  cent. 
Fine  gravel  1  per  cent.;  sand:  coarse  5  per  cent.;  medium  60  per 

cent.;  fine  34  per  cent. 
Medium  yellow  sand 

White  and  brown  clay  stratified  40  percent.;  fine  yellow  sand  60 
per  cant. 

Fine  and  superfine  sand;   brown  clay  30  per  cent.;   sandstone  10 

per  cent. 
Gray  and  red  clay  stratified 

Fine  and  superfine  sand  80  per  cent.;  brown  clay  20  per  cent. 
Fine  orange  yellow  sand  2  per  cent. 

 2  " 

Orange  yellow  sand;  fine  nodules  iron  cemented 

Yellow  sand:  medium  50  per  cent.;  fine  50  per  cent. 
White  clay,  plastic 

Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 
Dark  sand:  medium  60  per  cent.;  fine  40  per  cent. 
Fine  white  sand;  peat  and  sandstone 
White  plastic  clay ;  nodules  of  sand  cemented  with  iron 
White  plastic  clay;   white  and  pale  yellow  sand,  fine  and  superfine 
below 

White  sand:  medium  70  per  cent.;  fine  30  per  cent. 

coarse  10  per  cent.;   medium  GO  per  cent.;    fine  30 

percent.;  micaceous 
Yellow  sand:   coarse  60  per  cent.;   medium  40  per  cent.;  nodules 

of  iron 
Hard  gray  clay 

White  and  pale  yelhjw  sand:  medium  (U)  per  cent.;  fine  40  per  cent.; 
nodules  of  iron 

White  and  pale  yellow  sand:  medium  60  per  cent.;  fine  40  per  cent.; 
nodules  of  iron 

White  and  pale  yellow  sand:  coarse  50  per  cent.;  medium  50  per  cent. 
Blue  and  brown  clay  stratified  with  i)eat 

White  and  yellow  sand:   medium  60  per  cent.;   fine  40  per  cent. 
Pale  yellow  and  white  sand:  medium  (iO  per  cent.;  fine  40  per  cent. 
Stratified  vellow  clay  and  peat 

Pale  yellcjw  sand:  medium  GO  per  cent.;  fine  40  per  cent.;  nodules 
f)f  iron  rust 

Pale  gray  sand:  fine  60  per  cent.;  superfine  40  per  cent. 
Peat  and  fine  white  sand  interini.xed 

Pale  yellow  sand:  medium  GO  per  cent . ;  fine  40  per  cent. ;  iron  rust 
"  ••        1,0    ••       ••  "     10    "       "  nodules 

of  iron  rust 

Pale  yellow  sand:   medium  GO  per  cent.;   fine  10  per  cenl. 

(iron  rust):    (im-  NO  per  cent.;    yellow  elay  20 

per  cent, 
niue-black  clay  and  peat 

Pale  yellow  sand:  coarse  50  per  cent.;  medium  30  per  cent.;  clay 
20  per  cent. 


41 

88- 

90 

42 

90- 

92 

43 

92- 

94 

44 

94- 

-96 

45 

96  - 

-  98 

46 

98- 

100 

47 

100- 

102 

48 

102- 

104 

49 

104- 

106 

50 

106- 

108 

51 

108- 

109 

52 

109- 

112 

53 

112- 

114 

54 

114- 

116 

55 

116- 

118 

56 

118- 

122 

57 

122- 

124 

58 

124- 

126 

59 

126- 

128 

60 

128- 

-130 

61 

130- 

-134 

62 

134- 

-140 

63 

140- 

-146 

64 

146- 

-151 

65 

151- 

-156 

Gf) 

156 

-IGO 

67 

KiO 

1G3 

68 

IG.'i 

1 G7 

69 

1 G7 

I  <i9 

70 

1  (i9 

171 

71 

171 

1  73 

Ty 

4  _ 

1 7.3 

-1  7.") 

73 

175 

177 

7  1 

1 77 

1  79 

75 

179 

1.S3 

76 

183 

1 89 

77 

189 

195 

7S 

1 95 

201 

79 

201 

201.5 

80 

20  L5 

21  1 

81 

21  1 

2IG 

82 

216 

-219 

83 

219 

225 

8t 

22.1 

-231 

85 

231 

233 

8G 

233 

239 

87 

2.{9 

215 

88 

2  1 5 

251 

89 

25 1 

257 

90 

257 

2(il 

91 

261 

-2«i7 

243 


TABLE   15  (Continued 

Well  6  ( Concluded  ) 


Sam-  Depth 

Character  of  Material 

PLE  Feet 

Pale  yellow  sand:   medium  80  per  cent.;   stratified  yellow  clay  20 
per  cent. 

Pale  yellow  sand:  coarse  60  per  cent.;  medium  40  per  cent. 
"         "        "    80  per  cent.;  yellow  clay  20  per  cent. 

medium  70  per  cent.;  fine  30  per  cent. 

  "        70 '    30  •• 

70  "      "         "    30  " 

  ••        70  "      "         "    30  " 

70  "      "         "    30  " 
Pale  Rray  and  yellow  sand:  medium  60  per  cent.;  fine  40  per  cent.; 

nodules  of  iron  cemented  with  sand 
Pale  yellow  sand:  medium  70  per  cent.;  fine  30  per  cent. 
Pale  gray  and  yellow  sand:  medium  60  per  cent.;  fine  40  per  cent.; 

nodules  of  iron  cemented  with  sand 
Pale  gray  sand:  fine  60  per  cent.:  superfine  40  per  cent.; 
blue  clay 

Pale  gray  sand:  fine  60  per  cent.;  superfine  40  per  cent.; 
blue  clay 

Pale  gray  sand:  medium  80  per  cent.;  fine  20  per  cent. 
Pyrites 
Lignite 

Hard  black  clav 


92 

267-271 

93 

271-277 

94 

277-283 

95 

283-290 

96 

290-295 

97 

295-301 

98 

301-307 

99 

307-313 

100 

o 1 o  oon 

313-320 

101 

320-326 

102 

326-331 

103 

331-337 

104 

337-343 

105 

343-346 

106 

346-347.5 

107 

347..5-351 

108 

351-353 

109 

353-355 

110 

355-357 

111 

357-363 

112 

363-367 

113 

367-372 

114 

372-378 

115 

378-384 

116 

384-390 

117 

390-396 

118 

396-400 

119 

400-406 

120 

406-409 

121 

409-414 

122 

414-418 

123 

418-424 

124 

424-430 

125 

430-436 

126 

436-443 

127 

443-445 

128 

445-450 

129 

450-4.54 

130 

454-457 

131 

457-463 

132 

40.3-408 

trace  of 
trace  of 


pyrite 


Sharp  pale  gray  sand:  coarse  30  per  cent.;  medium  70  per  cent. 

  30    •      ••  '■        70  •• 

Dark  grav  sand:  fine  50  per  cent.;  superfine  50  per  cent. 

 .50  ••      ••  •'       50  •' 

 50  •'      •'  '•       .50  " 

medium  50  per  cent.;  fine  40  per  cent.;  blue  clay 

10  per  cent.;  trace  of  peat 
Dark  gray  sand:  medium  50  per  cent.;  fine  40  per  cent.;  blue  clay 

10  per  cent.;  trace  of  peat 
Hard  gray  clay;  pyrites 
black  " 

Dark  gray  sand:  fine  50  per  cent.;  superfine  40  per  cent.;  blue  clay 

10  per  cent.;  trace  of  peat 
Dark  gray  sand :  fine  50  per  cent. ;  superfine  40  per  cent. ;  blue  clay 

10  per  cent.;  trace  of  peat 
Dark  gray  superfine  sand:  trace  of  peat 
Pale  gray  medium  sand:  iron  pyrites 
Hard  gray  clay 


"    black  " 
Superfine  gray  sand;  clay 


244 


TABLE    15  {Continued) 

Classification   of  Samples  from   Test-well   571,  East 
IsLip.  Long  Island.    Well  117  Feet  in  Depth.  2 
Inches  in  Diameter.     Elevation.  1).  W.  S. 
Datum:    Surface  of  Ground.  32; 

BOTTO.M.  — 85 


Sam-     Depth  Character  of  Material 

PLE  Feet 


1  0-   7      Fine  gravel  40  per  cent. ;   yellow  sand:  coarse  40  per  cent. ;  medium 

20  per  cent. 

2  7-13      Fine  gravel  10  per  cent. ;  yellow  sand :  coarse  50  per  cent. ;  medium 

40  per  cent. 

.3  13-19      Fine  gravel  40  per  cent. ;  yellow  sand:  coarse  40  per  cent. ;  medium 

20  per  cent. 

4  19-2G      Fine  gravel  20  per  cent. ;  yellow  sand:  coarse  60  per  cent. ;  medium 

20  per  cent. 

5  26-32      Fine  gravel  20  per  cent.;  yellow  sand:  coarse  60  per  cent. ;  medium 

20  per  cent. 

6  32-  39      Yellow  sand:  coarse  60  per  cent.;  medium  40  per  cent. 

7  39-46  40  "      "  ••        60  " 

8  46 -.52  "  "  "       20  "      "  "        (iO   "      "     fine    20  per 

cent. 

9  52-  57      Yellow  sand:  medium  (U)  per  cent.;  fine  40  per  cent. 

10  57-62  "  "  "         40    "      "        "    40    "     "    superfine  20  per 

cent. 

11  62-  66      Yellow  sand:    medium  40  per  cent.;    fine  40  per  cent.;  superfine 

20  per  cent. 

12  ()6-71      Yellow  sand:    medium  40  per  cent.;    fine  40  per  cent.;  superfine 

20  per  cent. 

];{  71 -7()      Yellow  sand:    medium  40  per  cent.;    fine  40  per  cent.;  superfine 

20  per  cent.;  trace  of  peat 
11  76  -80      Yellow  sand:   coarse  10  per  cent.;   medium  60  per  cent.;   fine  30 

per  cent. 

15  80-85      Yellow  sand:    medium  20  per  cent.;    fine  60  per  cent.;  superfine 

20  per  cent. 

16  85-89      Yellow  sand:  coarse  10  per  cent. ;  medium  60  per  cent. ;  fine  30  per 

cent.;  trace  of  peat 

17  89  -  1)5      Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 

18  95  102      Fine  gravel  40  per  cent.;  yellow  sand:  coarse  40  per  cent. ;  medium 

20  per  cent. 

1<»        102  105      Blue  clay  90  per  cent.;  coarse  sand  10  per  cent. 

20  105  108 

21  108  109 

22  109  -111         "       "    90  per  cent.;  fine  sand  10  per  cent. 

23  111-113        "      "    trace  of  sand 

24  113-117      Coarse  gravel  70  per  cent.;  fine  sand  30  per  cent. 


245 


TABLE    15  (Continued) 

Classification  of  Samples  from  Test-well  465,  Sayville, 
Long  Island.    Well  121  Feet  in  Depth, 
2  Inches  in  Diameter 


Sam-  Depth 

Character  of  Material 

PLE  Feet 

1 

0 

-  7 

2 

7 

-  13 

3 

13 

-  19 

4 

19 

-26 

5 

26 

-33 

6 

33 

-  39 

7 

39 

-45 

8 

45 

-52 

9 

52 

-  59 

10 

59 

-65 

11 

65 

-73 

12 

73 

-80 

13 

80 

-86 

14 

86 

-93 

15 

93 

-100 

16 

100 

-107 

17 

107- 

-114 

18 

114 

-121 

Fine  gravel  50  per  cent.;  coarse  sand  40  per  cent.;  loam  10  per  cent. 

40    "      "  "        "     40   "      "       fine  sand  20  per 

cent. 

White  sand:  medium  60  per  cent.;  coarse  30  per  cent.;   gravel  10 
per  cent. 

White  sand:   medium  60  per  cent.;   coarse  30  per  cent.;  gravel  10 
per  cent. 

White  sand:   medium  80  per  cent.;   coarse  15  per  cent.;   gravel  5 
per  cent. 

White  sand:  medium  90  per  cent. ;  coarse  10  per  cent. 

60  "      '•  "      40  " 

60  "      "  "      40  " 

fine  60  per  cent. ;  medium  40  per  cent. 

 60  "      "  '•        40  •' 

"    60  "      "  "        40  " 

medium  60  per  cent. ;  fine  40  per  cent. 
60  40  •■ 

60  40  " 

70  30  " 

70   "      "         "    30  " 
Ciray  sand:  superfine  60  per  cent.;  fine  40  per  cent. 

80  20  " 


Cl.\ssific.\ti().\  of  Sami'les  from  Test-well  47S.  I'an  i-ort. 
Loxci  Island.    Well  IIS  1^'eet  ix  Depth. 
2  Inches  in  Dl\ .meter 


Sam- 

Depth 

Tharacter  oi-  Material 

ple 

Feet 

1 

0 

-  6 

Fine  gravel  30  per  cent.;  white  coarse  sand  60  per  cent.;  loam 

10  per  cent. 

2 

6 

-  13 

Fine  gravel  30  per  cent.;   white  coarse  sand  70  per  cent.; 
loam 

trace  of 

3 

13 

-20 

Fine  gravel  30  per  cent.;  white  coarse  sand  70  per  cent. 

"      10    "      "       white  sand:  coarse  60  per  cent. ; 
30  per  cent. 

4 

20 

-27 

medium 

5 

27 

-34 

Fine  gravel  10  per  cent.;  white  sand:  coarse  60  per  cent.; 
30  per  cent. 

medium 

6 

34 

-40 

White  sand:  coarse  60  per  cent.;  medium  40  per  cent. 

7 

40 

-47 

"     60  •'      •'           '•        40  " 

8 

47 

-53 

"     60  "      "           "        40  " 

9 

53 

-60 

f^f^ 

10 

60 

-66 

medium  40  per  cent. ;  fine  60  per  cent. 

1  I 

66 

-  73 

Brown  sand:   coarse  20  per  cent.;    medium  40  per  cent, 
per  cent. 

;   fine  40 

12 

73 

-  80 

Brown  sand:   coarse  40  per  cent.;   medium  40  per  cent, 
per  cent. 

;   fine  20 

13 

80 

-86 

Brown  sand:   coarse  20  per  cent.;    medium  40  per  cent, 
per  cent. 

;   fine  40 

1  1 

86 

-93 

Brown  sand:  medium  60  per  cent.;  fine  40  per  cent. 

15 

93 

-99 

60                         40  " 

16 

99 

-106 

Brown  sand:    medium  20  per  cent.;    fine  60  per  cent.; 
20  per  cent. 

superfine 

17 

106 

113 

Brown  sand:    medium  20  per  cent.;    fine  60  per  cent.; 
20  per  cent. 

superfine 

18 

113- 

-118 

Brown  sand:  fine  80  per  cent.;  superfine  20  per  cent. 

246 


TABLE    l.")  (Continued) 

Classification  of  Samples  from   California  Stovepipe 
Well  7,  North  of  Patchogue,  and  Easterly  Side 
OF  Patchogue  Lake,  Long  Island,  12  Inches 
IN    Diameter.    Elevation,    B.    \V.  S. 
Datl  m  :    Sl  rface    of  Ground. 
25.7;  Ground-water,  18.2 


Sam-     Depth  Charactkr  of  ^L\TEKIAL 

PLE  Feet 


1 

0  - 

-  1.5 

2 

1.5  - 

-  5 

3 

5  - 

-  8 

4 

8- 

11 

5 

11  - 

15 

() 

15- 

19 

7 

19- 

23 

8 

23  - 

27 

9 

27  - 

32 

10 

32  - 

35 

1 1 

35  - 

40 

12 

40  - 

44 

13 

44  - 

47 

14 

47- 

51 

15 

51  - 

55 

U) 

55- 

59 

17 

59 

03 

18 

iV-i 

(17 

10 

(>7 

71 

•JO 

71 

75 

21 

75 

79 

22 

79 

83 

23 

83 

87 

24 

S7 

91 

91 

■  95 

2fi 

95 

-  9f» 

27 

99 

103 

28 

1  03 

107 

20 

107 

1  I  1 

30 

1  1  1 

I  17 

31 

I  17 

121 

32 

121 

1  25 

33 

1  25 

129 

3) 

12't 

1 33 

3') 

133 

137 

3r, 

137 

1  1  I 

37 

1  1  1 

1  1.") 

3^ 

1 1 5 

119 

39 

1  »9 

1 53 

1.5   Light  brown  sandy  loam 

Pale  yellow  sand:  medium  60  per  cent. ;  fine  40  per  cent. 

coarse  gravel  5  per  cent.;  sand  55  per  cent.;  fine  40  per 

cent. 

Gravel:  coarse  10  per  cent.;  fine  5  per  cent.;  sand:  coarse  40  per 

cent.;  medium  45  per  cent. 
Pale  gravel:  coarse,  25  per  cent.;   fine  10  per  cent.;   sand:  coarse 

30  per  cent.;  medium  35  per  cent. 
Gravel:  coarse  15  per  cent.;  fine  5  per  cent.;  sand:  coarse  30  per 

cent.;  medium  50  per  cent. ;  pale 
Gravel  5  per  cent. ;  sand:  coarse  40  per  cent. ;  medium  55  per  cent. ; 
pale 

Gravel  5  per  cent. ;  sand:  coarse  30  per  cent. ;  medium  50  per  cent. ; 

fine  15  per  cent.;  pale 
Pale  gravel:   coarse  25  per  cent.;   fine  10  per  cent.;   sand:  coarse 

20  per  cent.;  medium  35  per  cent.;  fine  10  per  cent. 
Pale  coarse  gravel  2  per  cent.;  sand:  coarse  30  per  cent.;  medium 

50  per  cent.;  fine  18  per  cent. 
Brownish  yellow  sand:   coarse  10  per  cent.;   medium  (lO  per  cent.; 
fine  30  per  cent. 

Brownish  yellow  coarse  gravel  5  per  cent. ;  sand:  coarse  10  per  cent.; 

medium  50  per  cent. ;  fine  35  per  cent. 
Brownish  yellow  sand:   coarse  30  per  cent.;   medium  50  per  cent.; 
fine  20  per  cent. 

Brownish  yellow  sand:  coarse  10  per  cent.;   medium  (iO  per  cent.; 

fine  25  per  cent.;  gravel  5  per  cent. 
Brownish  yellow  sand:  coarse  40  per  cent.;   medium  40  per  cent.; 

fine  15  per  cent.;  gravel  5  per  cent. 
Brownish  yellow  gravel  5  per  cent.;    sand:    coarse  30  per  cent.; 

mcrlium  40  per  cent.;  fine  25  per  cent. 
Brownish  yellow  gravel  1  per  cent.;    sand:    coarse  10  per  cent.; 

medium  (iO  per  cent.;  fine  29  per  cent. 
Brownish  yellow  gravel  5  per  cent.;    sand:    coarse  10  per  cent.; 

medium  50  per  cent.;  fine  35  per  cent. 
Brownish  yellow  gravel  5  per  cent.;    sand:    coarse  30  per  cent.; 

medium  50  per  cent.;  fine  15  per  cent. 
Brownish  yellow  gravel  5  per  cent.;    sand:    coar.sc  30  per  cent.; 

medium  50  per  cent.;  fine  15  per  cent. 
Brownish  yellow  gravel  5  per  cent.;    sand:    coarse  40  per  cent.; 

mcflium  50  per  cent.;  fine  5  per  cent. 
Brownish  yellow  gravel   1   jier  cent.;    sand:    coarse  4  per  cent.: 

meflium  50  per  cent.;  fine  45  per  cent. 
Fine  light  brown  sand;  mica  flakes 


I)ale  yellow  sand;  mica  flakes 
c 

mica;  traces  of  l)rnwii 


and  medium  yellow  sand;  mica  flakes 
rich  N'cllow  sand 


superfine  " 
Dnrk  yellow  fine  sand;  mica  flakes 

Oravfl:  coarse  2  per  cent. ;  fine  3  per  cent. ;  sand:  ciarsr  5  jxt  leiit . ; 

tJifdium  ()0  per  cent.;  fine  30  j)er  cent. 
Imiic  gravel  5  i)er  cent.;    sand:    coarse  00  per  crnl.;    medium  35 

I)er  cent. 

'"'<,-irse  gravel  5  per  cent.;   sand:   coarse  75  i)cr  icnt.;    medium  20 
I)er  cent. 

I-'ine  gravel  5  per  cent.;    sand:    coarse  75  per  cent.;    medium  20 
|)er  cent. 

Coarse  gravel   10  per  cent.;   sand:    coarse  70  per  cent.;  medium 
20  jxT  (flit. 


247 


TABLE   15  {Continued) 

Well  7  (Concluded) 


Sam- 

Depth 

ple 


Feet 

1  n 

■iU 

153- 

-157 

4  i 

157- 

-161 

A  9 

161 

-167 

4o 

167- 

-170 

i  ± 

170- 

-174 

174- 

-176 

Af\ 
lyj 

176- 

-178 

A7 

178- 

-182 

4o 

182- 

-185 

457 

185- 

-191 

ou 

191- 

-197 

-  1 

O  1 

197- 

-203 

203 

-209 

-  •> 

DO 

209 

-215 

54 

215 

-218 

5o 

218- 

-221 

-c 
oo 

221- 

-225 

^7 
Oi 

225- 

-230 

Oo 

230 

-231 

Of 

231- 

-235 

oU 

235 

-238 

238 

-243 

243 

-247 

bo 

247- 

-248 

64 

248- 

-256 

65 

248- 

-256 

f]f> 

256- 

-259 

o/ 

259- 

-263 

68 

263" 

-267 

69 

267- 

-271 

70 

271 

-275 

7 1 

278 

72 

278- 

-284 

73 

284- 

-290 

74 

290- 

-296 

7.5 

296- 

-302 

76 

302- 

-307 

77 

-309 

78 

309- 

-3 1 5 

79 

3 15- 

-321 

80 

32 1 - 

-327 

81 

327- 

-333 

82 

ooo 

-339 

83 

.Jow 

-344 

84 

344- 

-347 

85 

04  / 

-353 

86 

353- 

-359 

87 

359 

-360 

88 

360 

-365 

89 

365 

-371 

90 

371- 

-377 

91 

377- 

-383 

92 

383 

-389 

93 

389 

-395 

94 

395 

-401 

95 

401- 

-407 

96 

407 

-413 

97 

413 

-419 

98 

419 

-425 

99 

425 

-430 

100 

430 

436 

101 

436 

-441 

102 

441 

-442.5 

103 

442.5 

444 

lot 

444- 

-445 

105 

445 

-451 

106 

451 

-457 

107 

457- 

-463 

Character  of  ^L\TERIAL 


Yellow  graveL-  coarse  25  per  cent.;  fine  10  per  cent.;  sand:  coarse 

35  per  cent.;  medium  20  per  cent.;  pyrites  10  per  cent. 
Hard  black  and  brown  clay  stratified 

Sand:  coarse  5  per  cent.;  medium  55  per  cent.;  fine  40  per  cent.; 

dark  brown 
Hard  black  clay 

Dark  yellow  sand:  coarse  20  per  cent.;   medium  40  per  cent.;  fine 

40  per  cent.;  pyrites 
Pale  yellow  medium  sand  75  per  cent.;    blue  clay  15  per  cent.; 

pyrites  10  per  cent. 
Hard  black  clay 

Medium  and  fine  gray  sand;  mica  flakes 


Fine  gray  sand;  mica  flakes;  peat 


"     and  superfine  gray  sand 

Hard  brownish  black  clay;  lignite 
Fine  gray  sand ;  mica  flakes;  peat 

and  medium  gray  sand 
Soft  blue-black  clay;  pyrites 
Fine  gray  sand;  mica  flakes 
Hard    "  clay 

black  "  pyrites 
blue-gray  clay;  pyrites 

''     gray  clay 

brownish  black  clay 
Fine  gray  sand;  mica;  traces  of  clay 


 peat 

Fine  gray  sand ;  mica;  traces  of  clay ;  peat 


Soft  blue-gray  clay;  pyrites 

Fine  gray  sand;  traces  of  clay;  mica;  peat 

  "  pyrites 


gray  clay  and  peat  intermixed 
Soft  black  clay ;  peat 
Fine  gray  sand;  mica;  peat 

Soft  gray  clay;  peat;  pyrites 
Fine  gray  sand ;  peat;  mica 


gray  clay 
gray  clay 
traces  of  clay 

mica 

peat 

  "  peat 

50  per  cent.;  soft  gray  clay  50  per  cent. 

Hard  black  clay 
Soft  light  gray  clay 

black  clav  mixed  with  peat;  pyrites 
Fine  gray  sand  75  per  cent.;  soft  black  clay  25  per  cent. 

 90 10    "  " 

"     80    "     "         "       "        "    10    "      "     pyrites  10 

per  cent. 


248 


TABLE    15  (Coniinucd) 

Classification   of   Samples   from   Test-well   182,  East 
Patchogue,  Long  Island.   Well  99  Feet  in  Depth, 
2  Inches  in  Diameter.    Elevation,  B.  W.  S. 
Dati'm  :  Surface  of  Ground.  27 


Sam- 

Depth 

Character  of  Material 

ple 

Feet 

1 

0 

-  0.5 

Medium  yellow  sandy  loam 

2 

0.5 

-  4 

Yellow  sand:  coarse  40  per  cent. ;  medium  60  per  cent. 

3 

4 

-  10 

Fine  gravel  20  per  cent. ;  yellow  sand:  coarse  60  per  cent. ; 
20  per  cent. 

medium 

4 

10 

-  17 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  20  per  cent. ; 
60  per  cent. 

medium 

5 

17 

-  23 

Fine  gravel  20  per  cent.;  yellow  sand:  coarse  20  per  cent  ; 
60  per  cent. 

medium 

6 

23 

-30 

Yellow  sand:  medium  40  per  cent.;  fine  60  per  cent. 

7 

30 

-35 

40                         60    ■•  •' 

8 

35 

-42 

80    '•      "         •'    20    "  " 

9 

42 

-49 

Brown     "           "        60                         40    "  " 

10 

49 

-  55 

60                         40    "  " 

11 

55 

-  58 

Fine  gravel  20  per  cent.;  brown  sand:  coarse  60  per  cent.; 

medium 

20  per  cent. 

mediu  m 

12 

58 

-G5 

Fine  gravel  20  per  cent.;  brown  sand:  coarse  60  per  cent.; 
20  per  cent. 

13 

05 

-  71 

Fine  gravel  20  per  cent.;  brown  sand:  coarse  CO  per  cent.; 
20  per  cent. 

medium 

14 

71 

-  75 

Yellow  sand:   coarse  40  per  cent.;   medium  40  per  cent, 
per  cent. 

fine  20 

l.j 

75 

-  81 

Yellow  fine  sand  100  per  cent. 

10 

81 

-88 

 100  •• 

17 

88 

-94 

  100    "  " 

18 

94 

-99 

White  medium  s;ind  100  per  cent. 

249 


TABLE    15  (Continued) 

Classtficatiox  of   Samples  from   Califorxia  Stovepipe 
Well  8,  at  Road  Ixtersectioxs  Oxe  ]\Iile  Xorth 
OF    Brookhavex    Railroad    Statiox.  Loxg 

ISLAXD,  12  IXCHES  IX  DiAMETER.  ElEVA- 

Tiox.  B.  W.  S.   Datl'm  :  Sl'rface 
OF  Grol'xd.  35.5  ;  Grol'xd- 
water,  22.7 

Sam-     Depth  Character  of  Material 


Light  brown  gravelly  loam 

Light  yellow  clay  90  per  cent.;  fine  gravel  10  per  cent. 
Gravel:   coarse  50  per  cent.;   fine  30  per  cent.;   dark  yellow  sand 
20  per  cent. 

White  and  light  yellow  gravel:  coarse  20  per  cent.;  fine  5  per  cent.; 

sand:  coarse  10  per  cent.;  medium  5.5  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  gravel:  coarse  3  per  cent.;  fine  4  per  cent.; 

sand:  coarse  50  per  cent.;  medium  38  per  cent.;  fine  5  per  cent. 
White  and  light  yellow  gravel:   coarse  30  per  cent.;   sand:  coarse 

35  per  cent.;  medium  25  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  gravel:  coarse  5  per  cent.;  fine  5  per  cent.; 

sand:  coarse  40  per  cent. ;  medium  35  per  cent. ;  fine  15  per  cent. 
White  and  light  yellow  gravel:  coarse  20  per  cent.:  fine  10  per  cent.; 

sand:  coarse  35  per  cent.;  medium  30  per  cent.;  fine  5  per  cent. 
White  and  light  yellow  gravel:  coarse  55  per  cent.;  fine  10  per  cent.; 

sand:  coarse  20  per  cent.;  medium  15  per  cent. 
White  and  light  yellow  gravel  10  per  cent.;  sand:  coarse  30  per  cent. ; 

.Tiedium  45  per  cent.;  fine  15  per  cent. 
White  and  light  yellow  coarse  gravel  55  per  cent.;    sand:  coarse 

15  per  cent.;  medium  25  per  cent.;  fine  5  per  cent. 
White  and  light  yellow  gravel :  coarse  70  per  cent. ;  fine  10  per  cent. ; 

sand:  coarse  10  per  cent.;  medium  10  per  cent. 
White  and  light  yellow  gravel  5  per  cent. ;  sand:  coarse  30  per  cent. ; 

medium  50  per  cent.;  fine  15  per  cent. 
White  and  light  yellow  gravel:  coarse  50  per  cent.;  fine  5  per  cent.; 

sand:  coarse  20  per  cent.;  medium  20  per  cent.;  fine  5  per  cent. 
White  and  light  gravel  10  per  cent.;    sand:   coarse  30  per  cent.; 

medium  50  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  gravel  1 0  per  cent. ;  sand :  coarse  40  per  cent. ; 

medium  40  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  gravel:  coarse  15  per  cent. ;  fine  10  per  cent. ; 

sand:  coarse  35  per  cent.;  medium  30  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  gravel:  coarse  5  per  cent.;  fine  10  per  cent.; 

sand:  coarse  45  per  cent.;  medium  30  per  cent.;  fine  10  per  cent. 
White  and  light  yellow  coarse  gravel  10  per  cent.;    sand:  coarse 

2.5  per  cent.;  medium  4.5  per  cent.;  fine  20  per  cent. 
White  and  light  yellow  coarse  gravel  2  per  cent.;    sand:  coarse 

13  per  cent.;  medium  50  per  cent.;  fine  35  per  cent. 
White  and  light  yellow  coarse  gravel  10  per  cent.;   sand:  coarse 

20  per  cent.;  medium  45  per  cent.;  fine  25  per  cent. 
White  and  light  vellow  sand:    coarse  20  per  cent.;    medium  50 

per  cent.;  fine  30  per  cent. 
White  and  light  yellow  coarse  gravel  5  per  cent.;   sand:   coarse  15 

Dor  cent.;  medium  50  per  cent.;  fine  .30  per  cent. 
White  and  light  yellow  sand :  coarse  20  per  cent. ;  medium  45  per  cent. ; 

fine  35  per  cent. 

White  and  light  veliow  coarse  gravel  5  per  cent.;   sand:   coarse  10 

Der  cent.;  medium  40  per  cent.;  fine  45  per  cent. 
White  and  light  yellow  sand:  coarse  20  per  cent.;   medium  50  per 

cent.;  fine  30  per  cent. 
White  and  light  yellow  coarse  gravel  5  per  cent.;    sand:  coarse 

15  per  cent.:  medium  50  per  cent.;  fine  30  per  cent. 
White  and  light  yellow  sand:  coarse  10  per  cent.;   medium  60  per 

cent.;  fine  30  per  cent. 
White  and  light  yellow  sand:  coarse  10  per  cent.;   medium  50  per 

cent.;  fine  40  per  cent. 
White  and  light  yellow  fine  gravel  2  per  cent.;   sand:    coarse  10 

oer  cent.;  medium  45  per  cent.;  fine  43  per  cent. 
White  and  light  vellow  gravel:  coarse  50  per  cent.;  fine  5  per  cent.; 

sand:  coarse  15  per  cent.;  medium  20  per  cent.;  fine  10  per  cent. 


Feet 

1 

0 

-  2 

2 

2 

-  3 

3 

3 

-  4 

4 

4 

-  8 

5 

8 

-  12 

6 

12 

-  15 

7 

15 

-  18 

8 

18 

-  22 

9 

22 

-  26 

10 

26 

-  30 

11 

30 

-  34 

12 

34 

-  38 

13 

38 

-  42 

14 

42 

-  46 

15 

46 

-  50 

16 

50 

-54 

17 

51 

-  58 

18 

58 

-  62 

10 

62 

-  66 

20 

66 

-  70 

21 

70 

-74 

22 

74 

-  76 

23 

76 

-80 

24 

80 

-84 

25 

84 

-88 

26 

88 

-91 

27 

91 

-95 

28 

95 

-99 

20 

99 

-103 

30 

103 

-105 

31 

105 

-109 

250 


TABLE    15  (Continued) 

Well  8  {Contiiiiicd) 


Sam-     Depth  Character  of  ]\L\terial 

PLE  Feet 


32  109-113      White  and  light  yellow  graveL  coarse  15  per  cent. ;  fine  o  per  cent. ; 

sand:  coarse  15  per  cent.;  medium  45  per  cent.;  fine  20  per  cent. 

33  113-117      White  and  light  yellow  gravel:  coarse  5  per  cent.;  fine  5  per  cent.; 

sand:  coarse  15  per  cent.;  medium  45  per  cent.;  fine  30  per  cent. 

34  117-121      White  and  light  yellow  ^^ravcl  5  i)er  cent.;  sand:  coarse  10  per  cent.; 

medium  30  per  cent.;  tiru'  ■')■'>  per  cent. 

35  121-125      White  and  light  yellow  sand  :  c  c  <:irse  5  per  cent. ;  medium  25  per  cent. ; 

fine  70  per  cent. 

30      125-128      White  and  light  yellow  sand  :  coarse  5  per  cent. ;  medium  10  per  cent. ; 
fine  85  per  cent. 

37  128-132      Light  brown  sand:  fine  05  per  cent.;  superfine  35  per  cent. 

38  132  130  "         "      sand:   medium  10  per  cent.;  fine  70  per  cent.;  super- 

fine 20  per  cent. 

39  130-138      Light  brown  sand:  medium  10  per  cent.;  fine  75  per  cent.;  super- 

fine 15  per  cent. 

40  138-142      White  and  light  yellow  sand:  coarse  25  per  cent.;   medium  50  per 

cent.;  fine  25  per  cent. 

41  142-140      White  ami  lik'ht  yellow  sand:  coarse  30  per  cent.;   medium  50  per 

cent. ;  fiiu'  20  per  cent. 

42  140-150      White  and  light  \cllow  gravel:  coarse  5  per  cent.;  fine  5  per  cent.; 

sand:  coarse  35  per  cent.;  medium  50  per  cent.;  fine  5  per  cent. 

43  150-155      White  and  light  yellow  gravel :  coarse  35  per  cent. ;  fine  10  per  cent. ; 

sand:  coarse  20  per  cent.;  medium  20  per  cent.;  fine  15  per  cent. 

44  155-158      White  and  light  yellow  gravel :  coarse  75  per  cent. ;  fine  10  per  cent. ; 

sand:  coarse  10  per  cent.;  medium  5  per  cent. 

45  158-102  Yellow  green  clay  mi.xed  with  sand  and  gravel  compacted,  heaty  odor 
40      102-100  "         "    gravel:  coarse  25  per  cent.;    fine  10  per  cent.;  sand: 

coarse  35  per  cent.;  medium  20  per  cent.;  fine  10  per  cent. 

47  100-170      White  and  light  yellow  gravel :  coarse  00  per  cent. ;  fine  20  per  cent. ; 

sand:  coarse  10  per  cent.;  medium  10  per  cent. 

48  170-173      White  and  light  yellow  gravel:  coarse  40  per  cent. ;  fine  20  per  cent. ; 

sand:  coarse  20  per  cent. ;  medium  20  per  cent. 

49  173  177      Grav  fine  sand;  mica  flakes;  traces  of  clay 

50  177  181         "  '  '   '  *• 

51  181-185        "       "  and  medium  sand;  sandstone;  traces  of  clay 

52  185-189      Light  gray  gravel  5  per  cent.;   sand:   medium  00  per  cent.;  fine 

35  per  cent. 

53  189-193      Light  grav  medium  and  fine  sand 

54  193-197         "  "' 

55  197-202 

50      202-204      Black  peat  mi.xed  with  soft  black  clay 

57  201-200      Dark  gray  medium  and  fine  sand;  peat 

58  200-211      Steel  gray  hard  clay 

59  211-215      Gray  medium  and  fine  sand;  mica  flakes;  nearlv  white  when  dry 
fiO  215-219 

61  219-223 
02  223  228 
(53  2  28  -23  2 
fi4  232  23() 
05  230  240 
00      240  245 

07  245  250  •' 

08  250  253         "     gravel  5  per  cent. ;  medium  and  fine  sand ;  sandstone;  peat 
()9      253  257         "     sand :  coarse  10  per  cent. ;  medium  70  per  cent .;  fine  20  per  cent. 

70  2.57-201         "       "  "     10    ••      "  ••      70  20    "  " 

71  201-205         "       "  "      10    ■•      •'  "       70  20  " 

72  205  209         "      "  "     10     •      "  "       70  20    "  " 

73  209  274         "       "  '•     10     •      •'  "       70  20  " 

74  274  270  "  "     10  "  "      70  20    "  " 

75  270  280       Hlack  hard  clav 
70  280-289 

77  2H9  2!)3       C.rav  fine  ;md  medium  sand 

78  293  29H 

79  29S  301 

50  301  30H 

51  30S  312 

52  312  3  10       ni.-K  k  h.ird  elav 
S.3      310  .{22 


TABLE   15  (Continued) 

Well  8  (Continued) 


251 


Sam-    Depth  Character  of  Material 

PLE  Feet 


84  322-328  Gray  medium  and  fine  sand 

85  328-334  Fine  grav  micaceous  sand 

86  334-337 

87  337-338  Bluish  gray  hard  clay 

88  338-340  •         "        "      "  peat 

89  340-343  Fine  gray  micaceous  sand 

90  343-349 

91  349-355  Medium  gray  sand ;  pyrites;  peat 

92  355-361  Fine  and  medium  gray  sand;  peat 

93  361-367  "    gray  micaceous  sand 

94  367-373 

95  373-379  "       "  "  "    traces  of  gray  clay 

96  379-384  "       "  "  "        "      "  " 

97  384-390  Grayish  black  clay  stratified  with  sand  and  peat  (compact);  pyrites 

98  390-396  Fine  gray  sand;  plastic  grav  clay;  peat 

99  396-402  "       "      "      traces  of  clay 

100  402-408  "       "    micaceous  sand 

101  408-414 

102  414-420  "       "  "  "  peat 

103  420-426 

104  426-432  "       "  "  "    traces  of  clay 

105  432-440  "       "  "  "  peat 

106  440-447  Hard  black  clay 

107  447-452  Fine  gray  sand ;  peat;  pyrites 

108  452-458  traces  of  clay 

109  458-461 

110  461-468  Hard  black  clay 

111  468-474  Fine  gray  sand 

112  474-480 

113  480-486  "    and  medium  gray  sand 

114  486-492  ' 

115  492-498 

116  498-504  "    gray  sand;  soft  black  clay ;  peat;  pyrites 

117  504-510.5  "       "    micaceous  sand 

118  510.5-517  Hard  black  clay 

119  517-522  Fine  and  medium  gray  sand 

120  522-528 

121  528-536 

122  536-541  Hard  black  clay;  pyrites 

123  541-546  Grayish  black  clay  stratified  with  peat  and  sand,  compact;  pyrites 

124  546-552  Fine  gray  micaceous  sand 

125  552-558  "    and  medium  gray  sand ;  pyrites 

126  558-564  "    gray  sand;  peat 

127  564-570  "       "    micaceous  sand 

128  570-576 

129  576-586 

130  586-588  "       "  "  "    traces  of  clay 

131  588-594  "       "  "  '  " 

132  594-600  "       "  "  "  peat 

133  f)00-606  "       "  "  "    traces  of  clay 

134  606-610  "       "  "  • 

135  610-613  Soft  light  gray  clay  stratified  with  peat;  peat  and  pyrites 

136  613-618  "    brownish  gray  clay;  pyrites 

137  618-622  Hard      "  "       "    peat  and  pyrites 

138  622-628  Fine  gray  micaceous  sand 

139  628-634 

140  634-640  "       "  "  "    traces  of  clay 

141  640-646 

142  646-652  "       "  "  "    traces  of  clay 

143  652-658  "       '•  " 

144  658-663  Hard  black  clay;  peat  and  pyrites 

145  fi63-668  Fine  gray  micaceous  sand 

146  668-075  "       "  ..  .. 

147  f)75-680  "       "  "  "      traces  of  clay 

148  fJ80-685  ••       "  "  "  pyrites 

149  685  691  "       "  .... 

150  691-695  Grav  clav  .stratified  with  peat  and  sand;  pyrites 


252 


TABLE 

15  {Continued) 

Well 

8  {  Concluded) 

Sam-  Depth 
PLE  Feet 

Character  of  Material 

151 

152 

15i 

154 

155 

156 

157 

15S 

159 

160 

161 

162 

163 

164 

165 

166 

167 

168 

169 

170 

171 

172 

173 

174 

175 

176 

177 

178 

179 

180 

181 

182 

183 

184 

185 

186 

187 

188 

189 

190 

191 

192 

192b 

193 

194 

195 

H)6 

197 

198 

199 


695-702 
702-708 
708-715 
715-721 
721-727 
727-733 
733-739 
739-745 
745-750 
750-756 
756-762 
762-768 
768-774 
774  -780 
780-785 
785-790 
790-795 
795-800 
800-805 
805-810 
810-816 
816-820 
820-825 
825-830 
830  835 
835-840 
840  845 
845-851 
851-855 
855-860 
860-868 
868-873 
873-876 
876-882 
882-885 
885  -887 
887-889 
889  -891 
891  -897 
897-900 
900-904 
904-906 
904-906 
90(i  -909 
909  914 
914  917 
917  919 
919  926 
926-930 
930-931 


ne  gray  sand 


pyrites 
traces  of  clay 
peat 

peat;  traces  of  clay 


pyrites 

soft  gray  clay  10  per  cent, 
pyrites 

traces  of  clay 

"  gravel;  pyrites 
"  clay 

pyrites;  peat 

pyrites 

"     soft  gray  clay  10  per  cent, 
and  medium  gray  sand 

pyrites 
"    traces  of  clay 
.gray  sand;  soft  gray  clay;  pyrites 

  peat 

  "  pyrites 

Medium  hard  light  gray  clay 
and  fine  gray  sand 

hard  light  gray  clay;  same  as  No.  199 
Fine  gray  sand;  traces  of  clay 

Hard  light  gray  clay  mi.\ed  with  sand  and  fine  gravel 
Fine  gray  sand;  soft  gray  clay;  pyrites 
Hard  brownish  black  clay 
Medium  hard  light  gray  clay 

mixed  with  sand  and  fine  gravel 
Hard  brownish  gray  and  brownish  black  clay 
Fine  and  superfine  gray  sand;  traces  of  clay 

'•    90  per  cent.;  coarse  gravel  10  per  cent. 

Coarse  gray  gravel 

Fine  and  superfine  gray  sand;  traces  of  clay 
gray  sand;  soft  gray  clay  10  per  cent, 
and  medium  gray  sand;  traces  of  clay 
gray  sand;  traces  of  gravel 


Mi 


.xture  of  soft  light  gray  clay  with  sand  and  fine  gravel 


253 


TABLE   15  {Continued) 

Classification  of  Samples  from  Test-well  192,  West 
South  Havex,  Long  Island.     Well  100  Feet  ix 
Depth,  2  Ixches  ix  Diameter.  Elevatiox, 
B.  W.  S.    Datum  :  Surface  of 
Ground,  36.7 

Sam-     Depth  Ch.\racter  of  Material 


Gravelly  loam 

Gravel:   coarse  30  per  cent.;   fine  30  per  cent.;   yellow  rock  flour 
40  per  cent. 

Gravel:  coarse  30  per  cent. ;  fine  30  per  cent. ;  yellow  medium  sand 
40  per  cent. 

Fine  gravel  60  per  cent.;  yellow  coarse  sand  40  per  cent. 

10    "      "  "     sand:  coarse  50  per  cent. ;  medium 

40  per  cent. 

Yellow  sand:  coarse  60  per  cent.;  medium  40  per  cent. 

  60    "      "  "        40    "  " 

Fine  gravel  60  per  cent.;  yellow  coarse  sand  40  per  cent. 

60   "      "  "  "        "     40    "  " 

Fine  gravel  20  "      "  "      sand:  coarse  40  per  cent. ;  medium 

40  per  cent. 

Yellow  sand:  coarse  50  per  cent.;  medium  50  per  cent. 


PLE 

Feet 

1 

0-0.5 

2 

0.5-5 

3 

5-12 

4 

12-19 

5 

19-21 

6 

21-33 

7 

33-40 

8 

40-47 

9 

47-54 

10 

54-59 

11 

59-66 

12 

66-72 

13 

72-79 

14 

79-83 

15 

83-89 

16 

89-95 

17 

95-99 

50 
"  50 
coarse  sand  100 
sand:  medium  50 
coarse  50 
medium  50 


50 
50 

fine  50 
medium  50 
fine  50 


Classification  of  Samples  fro.m  Test-wli.l  342,  Xortii 
^roRiciiEs,  LoxG  Island.    W  ell  99  Feet  ix  Depth, 
2  Txc  iiEs  IX  Diameter.    Elevation,  B.  W.  S. 
D.\TUM  :  Surf.\ce  of  Ground,  29.2; 


Ground-water.  15.1 


Sam- 

Depth 

Character  of  Material 

ple 

Feet 

1 

0 

-0.5 

Rich  yellow  fine  sandy  loam 

2* 

0.5 

-  7 

Yellow  sand:  coarse  40  per  cent.;  medium  60  per  cent. 
Fine  gravel  40  per  cent.;  yellow  sand:  coarse  40  per  cent. ; 

3* 

7- 

-14 

medium 

20  per  cent. 

4 

14 

-21 

Yellow  sand:  coarse  40  per  cent. ;  medium  60  per  cent. 

5* 

21 

-28 

Fine  gravel  40  per  cent. ;  yellow  sand:  coarse  40  per  cent. ; 

medium 

20  per  cent. 

6 

28 

-31 

Fine  gravel  40  per  cent.;  yellow  sand:  coarse  40  per  cent.; 

medium 

20  per  cent. 

7 

34 

41 

Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 

60                         40  " 

8 

41 

-48 

9 

48 

-55 

coarse  60  per  cent.;  medium  40  per  cent. 

10 

.55 

-62 

Brown  sand:  medium  60  per  cent.;  fine  40  per  cent. 

11 

62 

-69 

coarse  20  per  cent.;    medium  60  per  cent.; 

per  cent. 

fine 

20 

12 

69 

-75 

Yellow  sand:   coarse  20  per  cent.;   medium  60  per  cent, 
per  cent. 

fine 

20 

13 

75 

81 

Yellow  sand:   coarse  20  per  cent.;   medium  60  per  cent, 
per  cent. 

fine 

20 

14 

81- 

-87 

Yellow  sand:  coarse  60  per  cent.;  medium  40  per  cent. 

15 

87- 

-94 

fine  40  per  cent.;  superfine  60  per  cent. 

16 

94- 

-99 

Yellow  sand:  coarse  20  per  cent.;   medium  60  per  cent.; 

fine 

20 

per  cent. 


♦Samples  2,  3  and  5  missing;  material  of  these  samples  classified  from  "Boring 
Record  " 


254 


TABLE   15  {Continued) 

Classification  of  Samples  from   Test-well  332,  East 
Eastport,  Long  Island.   Well  100  Feet  in  Depth, 
2  Inches  in  Diameter.    Elevation,  B.  W.  S. 
Datum  :  Surface  of  Ground,  52.4 


Sam-     Depth  Character  of  Material 

PLE  Feet 


1 

0 

-  0.5 

2 

0.5 

-  6 

3 

0 

-  12 

4 

12 

-  18 

5 

18 

-25 

6 

25 

-32 

7 

32 

-38 

8 

38 

-45 

9 

45 

-52 

10 

52 

-58 

11 

58 

-64 

12 

64 

-70 

13 

70 

-76 

14 

76 

-82 

15 

82 

-88 

16 

88 

-94 

17 

94 

-100 

Rich  yellow  sandy  loam 

Yellow  sand:  coarse  40  per  cent.;  medium  60  per  cent. 
Fine  gravel  40  per  cent.;  yellow  coarse  sand  60  per  cent. 

40    "      "  "      sand:  coarse  30  per  cent.;  medium 

30  per  cent. 

Yellow  sand  40  per  cent.;  medium  60  per  cent. 

White  with  pale  yellow  sand:   coarse  50  per  cent.;   medium  50  per 
cent. 

White  with  pale  yellow  fine  sand  100  per  cent. 
 100    •'  " 

sand:  medium  50  per  cent. ;  fine  50  per  cent. 
  50  50  " 

coarse  sand  100  per  cent. 

  "      sand:  medium  50  per  cent. ;  fine  50  per  cent. 

  "       50  50    "  " 


50 '  50 
50 '  50 
50 50 
50 50 


Classification  of  Samples  from  Test-well  337,  North 
Westiiampton,  Long  Island.    Well  100  Feet  in 
Depth,  2  Inches  in  Diameter.  Iu.evatiox, 
Vy.  W.  S.   Datum:  Surface  of  Ground. 
57;  Ground-water.  15.5 


Sam- 

Depth 

C'HARAC  TI' 

R  OK  Material 

ple 

Feet 

1  0  -  0.5       (iray  medium  sandy  loam 

2  0.5      6        Yellow  sand:  medium  50  per  cent.;  fine  50  per  cent. 

3  6     13        Fine  ^{ravel  10  per  cent.;    pale  yellow  sand:   coarse  50  per  cent.; 

medium  40  per  cent. 

4  13     1!)        Pale  yellow  and  white  sand :  coarse  50  per  cent. ;  medium  50  per  cent. 

5  19     26  '•     50    ••      "  "       50    "  *• 

6  26  -  31  '•     50    "      "  "       50  " 

7  31-42  50    "      •'  ••       50    "  " 

8  42    48        Fine  gravel  10  per  cent.;    white  with  pale  yellow  sand:   coarse  60 

per  cent.;  medium  30  per  cent. 

9  48  -55  White  with  pale  yellow  sand:  coarse  50  per  cent.;  medium  50  per  cent 
10*      55    61  "      50    "      ••  ••       50    "  " 

11  61     67  "        ' "      50    "      "  "       50    "  " 

12  67    72        Fine  Kravcl  30  per  cent. ;  white  and  ncIIow  sand  :  coarse  30  per 

cent.;  medium  40  per  cent. 
1.3        72    80        White  with  pale  yellow  sand  :  nu'diuin  50  i)er  cent  . ;  fine  50  per  cent. 
14        80  -  H6  coarse  50  per  cunt. ;  medium  50  per  cent. 

If)*      HC,    !».3  "     50    '•      '■  "       50  " 

Hi        93  100        I'inc  Kravcl  20  per  cent.;    white  with  pale  yellow  sand:  coarse 

10  per  ((  lit.;  medium  40  per  cent. 


♦Samples  10  and  15  are  missing;  claBBification  made  from  "Boring  Record  " 


255 


TABLE   15  {Concluded) 

Classification  of  Samples  from  Test-well  341,  North 
QuoGUE,  Long  Island.    Well  89  Feet  in  Depth,  2 
Inches  in  Diameter.    Elevation,  B.  W.  S. 
Datum:    Surface  of  Ground,  69; 
Ground- WATER,  15.7 


Sam-  Depth 
PLE  Feet 


Character  of  Material 


0-0.5 

2 

0.5  -  6 

3 

G-12 

4 

12-19 

5 

19-25 

6 

25-34 

7 

34-38 

8 

38-45 

9 

45-52 

10 

52-58 

11 

58-64 

12 

64-70 

13 

70-76 

14 

76-82 

15 

82-88 

Yellow  medium  sandy  loam 

"     sand:  coarse  40  per  cent. ;  medium  60  per  cent. ;  trace  of  loam 
Fine  gravel  20  per  cent.;  yellow  sand:  coarse  40  per  cent.;  medium 
40  per  cent. 

Yellow  sand:  coarse  40  per  cent.;  medium  60  per  cent. 

 40    "      "  "       60    "  " 

Fine  gravel  40  per  cent.;  yellow  coarse  sand  60  per  cent. 
Yellow  sand:  coarse  60  per  cent.;  medium  40  per  cent. 

 60    "      "  "       40    "  " 

"      60    "      "  "       40    "  " 

Fine  gravel  40  per  cent.;  yellow  coarse  sand  60  per  cent. 
Yellow  sand:  medium  60  per  cent.;  fine  40  per  cent. 

60    "      "         "    40    "  " 
coarse  60  per  cent. ;  medium  40  per  cent. 
"      60    "      "  "       40    "  " 

Fine  gravel  40  per  cent.;  yellow  coarse  sand  60  per  cent. 


SHEET  46 


257 


APPEXDIX  4 

DEVELOP.MEXT    OF    SURFACE    AND  GROUND- 
WATERS OF  WESTERN  LONG  ISLAND  FOR  THE 
SUPPLY  OF   THE  BOROUGH   OF  BROOK- 
LYN. WITH  HISTORICAL  NOTES  ON 
THE  RIDGEWOOD  SYSTEM!  AND 
OTHER  WORKS 

BY  WILLIAM   W.  BRUSH,  ASSISTANT  EXGIXEER 

In  making  the  investigations  on  Long  Island  for  an  ad- 
ditional water-supply  for  New  York  City,  the  existing  works 
now  sup|)lying  the  1  borough  of  r)rooklyn  have  been  carefully 
studied.  These  works  represent  the  largest  development  of 
ground-water  in  this  country,  and  the  experience  that  has 
been  gained  in  their  construction  and  ojjeration  is  invaluable 
in  clesigning  the  pro])osed  Sufifolk  Count v  system.  Much  of 
the  data  tliat  has  been  collected  is  set  forth  in  the  following 
pages,  with  a  brief  lii^torical  ^kelcli  of  tlie  UrooklNU  works. 
All  this  inf(jrmation  has  been  obtained  through  the  courtesy 
of  the  De])artment  of  \\'ater  Supply,  whose  engineers  have 
freely  given  access  to  all  tlieir  records  and  i)lans. 

nisTom'  ()!•  r.RooKLWx  works 

The  construction  of  a  pul)hc  water->uppl}'  s_\slciu  for 
J'rooklx'u  was  commenced  in  1^56.  and  tlie  works  were  put  in 
(Operation  in  the  latter  part  of  1H5(S.  IVior  to  the  installation 
of  the  water-works,  a  water-sup]dy  was  obtained  from  domes- 
tic wells  and  cisterns  within  the  cit\-  limits,  which  drew  their 
sup])ly  from  the  underlying  sands  and  gravels.  The  construc- 
tion of  the  new  works  was  the  outcome  of  agitation  covering 
many  years,  and  several  formal  reports  were  made  on  the 
(juestion  of  a  water-supply  ])rior  to  the  commencement  of 
work  in  1856. 

TiiK  ]^ii)(;i:w()oi)  S^■STE.M 

The  Nassau  Water  Com])an\-  was  formed  to  construct  and 
operate  the  new  works,  the  citv  beini,^  a  stockholder  in  the 
company.  In  \^S7  the  entire  rights  and  interest  of  the  com- 
I)any  were  acfjuired  by  the  city,  and  tlie  work  was  completed 


258 


APPENDIX  4 


by  the  municipality  in  general  acccrdance  with  the  original 
plans. 

The  system  was  built  under  one  contract,  which  included 
the  distribution  system,  distributing  reservoirs  at  Alt.  PVcs- 
pect  and  Ridgewood,  the  two  pumping-stations  to  deliver  water 
into  these  reservoirs,  a  brick  conduit  from  Ridgewood  to  Baise- 
leys  pond  and  the  extension  of  the  conduit  as  an  open  canal 
east  of  Baiseleys  for  a  sufficient  distance  to  insure  a  daily  sup- 
ply of  20  million  Xew  York  gallons.  This  system,  together 
with  sul)se(|uent  extensions,  is  now  known  as  the  "  Ridgewood 
system." 

During  the  construction  of  tl:e  works  it  was  decided  to 
change  the  open  canal  east  of  Baiseleys  to  a  closed  brick  con- 
duit, wdiich  is  now  designated  as  the  "  old  conduit  "  of  these 
works.  The  collecting  w'orks  as  originally  constructed  consisted 
of  the  Baiseleys,  Simonsons,  Clear  Stream,  \^alley  Stream, 
Pines  and  ITem])stead  ponds,  with  branch  brick  conduits  con- 
necting these  ponds  wdth  the  main  brick  conduit  built  between 
Ridgewood  engine-hotise  and  Hempstead  ])ond.  These  i:)onds 
all  delivered  their  waters  1)\'  gravity  into  tlie  main  a(|ueduct, 
the  surface  of  the  ponds  having  been  raised  to  six  to  eight 
feet  above  the  original  stream  bed.  Low  earth  embankments 
were  built  with  clay  core-walls  across  the  valleys  of  the 
streams.  The  works  were  completed  sufficiently  to  allow 
water  to  be  turned  into  the  city  mains  in  December,  1S58, 
although  the  easterly  end  of  the  line  was  not  finished  until 

isr,i. 

The  population  of  the  cil\-  was  2C-0,000  at  the  time  the 
works  were  constructed,  and  the  increase  in  consumption  was 
very  rajud.  Tn  1867.  when  the  demands  of  tlie  cit\-  a])proaclied 
the  ca])acity  of  the  original  works,  the  (piestion  of  an  in- 
creased suppl\-  was  agitated.  I^-om  this  time  on  the  water- 
suj)pl\'  of  r.rookhn  has  seldom  been  more  than  sutV'cient  to 
meet  the  actual  rt-cpiirements  of  the  consumers,  and  fr(.'(|uently 
the  amount  of  water  available  has  been  seriously  inadec piate, 
necessitating  reduction  in  pressure  to  curtail  tlie  t-onsumptiou. 

Tn  1870  the  construction  of  the  llempstead  storage  reser- 
voir was  commenced,  and  this  work  was  practicallx  conii)leted 
in  1874.  Before  the  reser\(>ir  was  fmislu-d.  ]'o\\e\-er.  it  was 
frmnd  necessary  to  establish  emergi'ucv  stations  at  Smiths 
pond  and  Watts  pond  to  lift  the  waters  of  these  ponds  into 
the  acpudnct.    Tbe^e  stations  wre  in  -er\ice  in  1872.  The 


BROOKLYX  SUPPLY 


259 


Smiths  Pond  plant  was  made  a  permanent  station  in  the  fol- 
lowing year,  but  the  \\'atts  Pond  station  did  not  form  a  part 
of  the  permanent  works  until  1881,  when  this  station  and  a 
similar  one,  constructed  at  Springtield  pond,  were  placed  in 
operation. 

The  Spring  Creek  and  Baiseleys  driven-well  stations,  which 
were  the  hrst  ground-water  plants  to  be  used  in  connection 
with  the  system,  were  commenced  in  1882  and  completed  in 
1883.  In  1884  the  construction  of  the  Forest  Stream  and 
Clear  Stream  driven-well  stations  were  begun,  and  these  were 
put  into  operation  in  1885.  The  Jameco  driven-well  station 
was  built  in  1892,  south  of  the  Baiseleys  pond,  under  a  con- 
tract made  in  1888. 

In  1889  the  extension  of  the  Ridgewood  system,  includ- 
ing new  collecting  works  east  of  Rockville  Center,  was  author- 
ized. The  plan  adopted  included  the  enlargement  of  the 
Ridgewood  reservoir  by  constructing  P)asin  3  ;  the  building  of 
a  new  pumping-station  at  Ridgewood,  located  on  the  south 
side  of  Atlantic  avenue;  the  laying  of  a  48-inch  cast-iron  pipe 
conduit  from  Ridgewood  pumping-station  to  Millburn  engine- 
house,  and  a  36-inch  cast-iron  ])i])e  conduit  from  the  brick 
conduit  at  Smiths  pond  to  the  Mill1)urn  reservoir;  the  con- 
struction of  INlillburn  reservoir,  the  Milll)urn  engine-house, 
and  a  brick  conduit  from  Millburn  engine-house  to  Massape- 
qua ;  and  the  construction  of  five  supply  ponds,  designated  as 
Millburn,  East  Meadow,  Xewbridgc,  W'antagh  and  Massa- 
pequa.  The  Millburn  pond  was  ])lanned  to  deliver  its  waters 
directly  into  the  pumj:)-well  at  tlie  Millburn  station,  the  other 
four  ponds  were  to  deliver  their  suj)ply  bv  gravity  into  the 
brick  conduit  which  carries  llic  water  to  the  Millburn  station, 
where  it  is  ])umi)ed  to  Ridgewood.  These  works  were  com- 
pleted sufficiently  to  be  utilized  in  1891. 

While  this  extension  of  tlie  water-works  added  approx- 
imately 30  million  gallons  daily  of  surface-water  to  the  sup- 
ply, this  addition  was  only  sufificient  to  meet  the  demands  of 
the  city  up  to  1894.  In  this  year  an  additional  driven-well 
station  was  constructed  at  the  Spring  Creek  site  and  driven 
wells  were  put  in  at  Watts  pond.  In  this  year  also  a  con- 
tract was  made  for  an  additional  supply  of  not  less  than  25 
nn'llion  gallons  daily  of  ground-water  from  not  more  than  five 
driven-well  stations  east  of  ^lill1)urn,  and  a  station  east  of 
Frccport.  ^outh  of  tlie  East  Meadow  pond,  was  constructed  at 


260 


APPEXDIX  4 


once.  Pumping-  was  commenced  in  January,  1895,  but  the  sta- 
tion had  to  be  abandoned  in  the  early  part  of  1896  owing  to 
tlie  infiltration  of  salt  water,  and  was  relocated  about  600  feet 
north  of  the  original  site.  In  1894  tlie  increase  in  population 
on  the  drainage  area  of  Baiseleys  stream  made  it  necessary  to 
abandon  this  source  of  supply.  During  the  same  year  the  }^It. 
Prospect  Tower  service,  for  the  high-ground  around  Prospect 
park  and  Greenwood  cemetery,  was  put  into  operation. 

It  had  been  decided  that  it  would  be  necessary  to  estab- 
lish four  stations,  in  addition  to  that  at  the  East  ^Meadow  pond, 
in  order  to  furnish  the  25  million  gallons  daily  of  ground-water 
called  for  from  the  new  watershed.  The  fiye  stations,  known 
as  Agawam,  ^Ferrick.  ATatowa.  W'antagh  and  ]\lassapcqua, 
were  all  in  operation  in  1896.  These  stations  were  all  located 
a  little  south  of  the  supply  ponds  on  the  new  watershed,  with 
the  exception  of  the  ^lerrick  station,  which  was  about  niidwa)- 
between  the  East  ^Meadow  and  Xewbridge  ponds.  In  the  same 
year,  a  deep  well  plant  was  installed  at  Spring  creek  and  an- 
other at  Jameco  station. 

In  1897  the  increase  in  pollution  of  the  Springfield  stream 
necessitated  its  abandonment,  and  a  system  of  deep  wells  was 
constructed  at  this  ])oint  and  \)\\{  into  service  at  the  end  of  the 
year.  In  the  same  year,  the  Shetucket  and  Oconee  deep  well 
plants  were  also  cc^istructed. 

It  was  decided,  in  1900,  to  construct  filter  ])lants  to  utilize 
the  polluted  waters  of  Baiseleys  and  Springfield  streams,  and 
these  plants  were  rcadv  for  operation  in  l^^Ol,  but  were  not 
finally  completed  and  acce])ted  until  1003. 

In  1903  the  contract  for  the  W'antagh  infiltration  gallery 
was  let.  and  also  a  contract  for  filter-beds  to  purify  the  waters 
of  Horse  brook,  the  feeder  of  the  I  lein])stea(l  storage  reser- 
voir, which  had  Ix'cn  cut  off  in  1902  on  account  of  the  ])olln- 
tion  of  the  stream.  In  l'K)4  a  contract  was  made  for  the  con- 
struction of  fillers  for  tlu'  Simonsons  stream.  In  1*H)5  the 
contract  for  the  .\I assape(|ua  infiltration  gallei-y  was  let.  and 
work  was  commenced  on  the  emergency  (lri\-en-wt'll  stations 
at  .\(|ueduct,  St.  .Albans  and  Rosedale.  The^e  stations  were 
rcHjuired  to  increase  the  snpplx'.  wliicli  was  seriously  deficient 
in  the  summer  and  fall  of  that  \ear.  'Hie  Shetucket  deep  well 
])lant.  which,  since  18<)<),  had  shown  high  chlorine  from  infil- 
tnition  of  salt  water,  was  abandoned  in  l')()5. 

The  three  i-mergenev  stations  in  the  old  watershed,  together 
with  one  at  Sea  ford  which  drew  its  sui)ply  from  the  C()mi)leted 


BROOKLYX  SUPPLY 


261 


section  of  the  ^^lassapequa  infiltration  gallery,  were  completed 
in  1906.  In  the  same  year,  a  new  deep  well  plant  was  estab- 
lished at  the  Xew  Lots  station,  and  a  contract  was  made  to 
increase  the  deep  well  supply  at  Jameco  by  means  of  the  air 
lift  system.  The  contracts  for  the  Canarsie  driven-w^ell  plant 
were  also  let  this  year,  but  the  station  has  not  yet  been  com- 
pleted. 

In  1907.  the  W'oodhaven,  Shetucket  and  ^Morris  Park  shal- 
low well  plants  were  completed,  and  work  was  started  on  the 
Lynbrook  and  Baldwin  stations.  A  contract  was  also  made 
with  S.  Titus  for  10  to  20  million  gallons  of  water  per  day, 
from  two  driven-well  plants  located  within  certain  limits  in 
or  near  the  Borough  of  Brooklyn.  Work  on  these  plants  has 
been  commenced,  and  one  of  them,  which  is  located  on  Sixth 
street  between  Third  and  Fourth  avenues,  is  in  operation.  The 
second  plant,  at  the  junction  of  Metropolitan  avenue  and  Trot- 
ting Course  lane,  near  Glendale,  Long  Island,  is  under  con- 
struction. 

Other  Water-Works 

In  addition  to  the  supply  from  the  Ridgewood  system, 
water  is  delivered  to  Brooklyn  borough  from  several  small 
driven-well  stations  in  the  26th,  29th,  30th,  31st  and  32nd 
wards,  which  were  originally  separate  municipalities  known  as 
the  towns  of  Xew  Lots,  Flatbush.  Xew  Utrecht,  Gravesend 
and  Flatlands.  The  X'^ew  L^trecht  Water  Company  supplied  a 
part  of  both  Gravesend  and  Xew  Utrecht,  their  works  being 
constructed  in  1(S<S0  and  purchased  by  the  city  in  1895.  The 
works  of  the  Flatbush  Water  Company  were  built  in  1882, 
and  are  still  owned  and  operaterl  bv  the  company.  The  system 
supplying  Xew  Lots  was  owned  1)y  the  Long  Island  \\'ater 
Su])ply  Company  and  was  established  in  1884,  the  works  being 
purchased  by  The  City  in  1900.  The  town  of  Gravesend  built 
the  Gravesend  station  in  about  1892  as  part  of  the  sewerage 
system,  and  it  became  part  of  the  city's  system  in  1895,  after 
the  annexation  of  Gravesend.  The  Blythebourne  Water  Com- 
pany still  supplies  a  portion  of  the  30th  ward  from  works 
constructed  in  1891.  The  German-American  Company,  which 
supplies  a  small  portion  of  the  26th  ward,  constructed  its 
works  in  1891,  and  still  owns  and  operates  the  plant.  These 
were  all  driven-well  plants  for  the  collection  of  ground-water. 

Table  16  gives,  in  chronological  order,  the  development  of 
the  system,  including  both  private  and  municipal  works. 


262 


TABLE  IG 

Sources  of  A\\\ter- Supply  for  Borough  of  Brooklyn, 
With  Date  of  Utilization 


Date  of 

Source  of  Supply  Utilization 


Baiseleys,    Simonsons,    Clear    Stream,  \'alley 

Stream,  l^ines  and  Hempstead  ponds   1858  to  1860 

Smiths  Pond  station  and  Watts  Pond  temporary 

station    1872 

Schodack  brook    1873 

Hempstead  storage  reservoir    1874 

New  Utrecht  Water  Company's  well  station...  1880 

Springfield  Pond  and  Watts  Pond  stations   1881 

Flatbush  Water  Company's  well  stations   1882 

Spring  Creek  and  Baiseleys  well  stations   1883 

New  Lots  well  station  of  the  Long  Island  Wa- 
ter Supply  Company   1884 

Forest  Stream  and  Clear  Stream  well  stations.  .  1885 
Millburn,  East  ]\Ieadow,  Newbridge,  Wantagh 
and    Massapequa    ponds,  German-American 
Real    Estate    Company    and  Blythelxiurne 

Water  Company's  driven-well  stations   1891 

Jameco  well  station.  Gravesend  well  station.  .  .  .  1892 
Spring  Creek  new  well  station  and  Watts  Vond 

well  station    1894 

Freeport  well  station    \S9d 

Spring  Creek  and  janieco  deep  well  i)lants, 
Agawam.    Merrick.    Matowa,    Wantagh  and 

Massa])e(|ua  well  staliDiis    1896 

Oconee,   Shetucket   and    S])ringtiel(l   deep  well 

stations    1S9S 

Baiseleys  and  Si)ringliel(l  lilters   VK)^ 

Hempstead  fillers    1904 

Iv.rest  Stream  lilters  and  Wantagh  infiltration 

gallery    1*^^^-^ 

New  Lots  deep  wells.  A(|ne(lnct.  St.  Albans  and 
Ro.sedale  well  plants,  and  M a-sapc. |na  infil- 
tration gallery    1'^^^^' 

W(M)(lhaven  and   Morris   l*ark   well  plants  and 

Shetucket  shallow  well  plant    •  1907 


BROOKLYN  SUPPLY 


263 


Of  the  sources  of  supply  given  in  this  table,  the  follow- 
ing have  been  abandoned  on  account  of  pollution  and  infil- 
tration of  sea-water: 


In  1894,  Baiseleys  pond 
"   1895,  Freeport  well  station 

1897,  Springfield  pond 
"   1902,  Horse  brook  (feeder  to  Hempstead  storage  res- 
ervoir) 
"   1904,  Simonsons  pond 

"   1905,  Clear  Stream  pond  and  Shetucket  deep  well  sta- 
tion 


The  surface  supplies  were  polluted  by  the  population  on 
their  watersheds,  and  were  subsequently  utilized  by  the  con- 
struction of  filter-plants,  with  the  excc])tion  of  the  Clear 
Stream  [)ond.  The  well  stations  were  permanently  abandoned 
because  of  the  entrance  of  salt  water  from  the  south  shore 
bays  which  cannot  l)c  removed  from  tlie  supplies. 

DESCRIITIOX  ()!•    RII)(;E\\'00D  SYSTEM 

The  Ridgewood  system  is  by  far  tlie  most  important  of 
the  works  supplying  Brooklxn  1)()r()Ugh  with  water,  and  this 
system  is  to  be  briefly  (lescril)ed  in  the  following  pages. 

cii.\r.\(ti<:r  ov  watershed 

The  drainage  area  tributary  to  the  Ridgewood  system  ex- 
tends from  the  borough  limits  easterly  to  approximately  the 
Suffolk  Count}-  line.  'I'he  watershed  is  bounded  on  the  south 
by  tlie  marshes  and  tide-waters  of  Jamaica  and  Hempstead 
bays,  and  on  the  north  by  the  ground-water  summit  which, 
in  a  general  way,  follows  the  surface  divide. 

The  northerly  ])ortion  of  the  watershed  within  the  hills, 
which  re])resent  the  terminal  moraine  of  the  great  North 
American  glacier,  is  covered  by  a  rather  fine,  com]:)act  and 
somewhat  impervious  soil.  The  greater  part  of  the  watershed 
is  within  the  broad  sandy  ])lain,  which  gently  s]o])es  from 
the  hills  in  the  central  part  of  the  island  soutlierly  to  tide- 
water.   'I1h'  surface  soil  covering  is  usually  light  and  very 


264 


APPEXDIX  4 


pervious,  and  ordinarily  overlies  coarse  yellow  sands  and 
gravels,  said  to  be  of  glacial  origin.  Below  these  occur  gray 
sands  and  gravels  separated  by  strata  of  clay  of  varying 
thickness  which  extend  to  bed-rock  at  a  depth  of  500  to  1100 
feet  or  more.  The  borings  show  that  these  clay  beds  are 
not  continuous ;  some  of  them  cover  several  square  miles  in 
area  and  others  are  of  very  limited  extent. 

The  upper  limit,  or  surface,  of  the  saturated  sands  and 
gravels  is  shown  on  Sheet  1,  Acc.  5530,  which  has  been  re- 
drawn on  the  B.  W.  S.  datum  from  the  report  of  the  Burr- 
Hering-Freeman  Commission.  All  the  sands  and  gravels  be- 
low this  surface  of  saturation  are  filled  with  ground-water, 
and  the  southerly  slope  of  this  surface  of  approximately  10 
feet  to  the  mile  shows  the  general  direction  of  ground-water 
movement.  The  water  under  the  clay  beds  near  the  shore 
line  usually  rises  to  a  bight  of  about  five  feet  above  the  sur- 
face of  the  ground-water  in  the  surface  sands,  probably  due 
to  the  greater  pressure  against  which  the  deeper  ground-wa- 
ter has  to  discharge.  There  are  ])laces  in  Jamaica  and  Edemp- 
stead  bays  where  the  discharge  from  the  sands  forms  fresh- 
water pools,  and  it  is  stated  that  the  water  is  sufficiently  fresh 
to  be  palatable.  As  the  water  in  the  (lcei)cr  strata  must  dis- 
charge into  the  sea  at  some  depth  below  its  surface,  the  extra 
weight  of  the  salt  water  would  cause  this  increased  head  or 
artesian  condition. 

COLLECTTXG  WORKS 

The  collecting  works  of  the  Ridgewood  system  are  situated 
on  the  southerly  limits  of  the  watershed  just  ncM'th  of  the 
salt  marshes  and  the  heads  of  the  salt-water  estuaries  of  the 
creeks  entering  the  soiUh  shore  bays.  These  works  interce]>t 
both  the  surface  flow  of  the  streams  and  the  southerly  mov- 
ing ground-waters  in  the  water  bearing  sands  and  gravels. 

SrRFAC"!-:  Sri'i'i.N 

All  strc-ams  on  ihc  walc'r^hed  ha\ ing  a  dry  weather  tlow 
of  over  a  million  gallons  a  da\-  have  bet'ii  utilized.  Small 
snp])l\'  ponds  ha\c'  been  constrneled  on  these  streams  and  the 
water  ha-  been  delivered  inti)  the  conduit  lines  either  by 
gravit\-  or  b\-  means  of  pumping  plants.  The  ele\ation  ot  the 
waste-weir  of  each  of  these  ponds,  ihe  area  and  storage  ca- 


BROOKLYX  SUPPLY 


265 


l)acity  at  this  elevation,  and  the  area  of  each  tributary  water- 
shed, are  given  in  the  table  below  : 


SUPPLY  PONDS  AND  STREAMS  OF  RIDGEWOOD  SYSTEM 


Elevation 

Available 

Elevation 

OF  Lowest 

Area  of 

Capacity 

Stream 

OF  Waste 

-  Point  of 

Pond  at 

OF  Pond 

Area  of 

OR  Pond 

Weir 

Draft 

Elevation 

AT  This 

Tributary 

Feet 

Feet 

of  Waste- 

HiGHT 

W^atershed 

B.  W.  S. 

B.  W.  S. 

Weir 

Million 

Square 

Datum 

Datum 

Acres 

Gallons 

OLD  WATERSHED 

Baiseleys  pond  

11.3 

6.1 

40.0 

41.9 

8. .3 

Springfield  pond  

6.8 

1.7 

7.3 

7.2 

3.8 

Simonsons  pond  

18.7 

13.1 

8.8 

9.9 

6.4 

Clear  Stream  pond. 

14.9 

10.2 

1.1 

1.0 

1.5 

Valley  Stream  pond.  . 

16.3 

10.6 

17.8 

20.9 

9.5 

Watts  pond  

8.3 

2.8 

3.4 

3.8 

Pines  pond  

15.4 

9.6 

8.0 

9.0 

5.4 

Schodack  brook  

Hempstead  storage.  .  . 

32.2 

13.2 

2.37.6 

860.6 

Hempstead  pond.  ... 

13.9 

8.4 

23.5 

26.9 

17.6 

Smiths  pond  

6.8 

0.3 

27.3 

41.6 

Total  

1,022.2 

51.9 

new  watershed 

Millburn  pond  

8.3 

4.0 

13.6 

11.1 

3.5 

East  Meadow  pond  .  . 

9.4 

3.8 

16.2 

18.8 

19.5 

Newbridge  pond  

10.2 

4.2 

8.9 

11.4 

3.3 

Wantagh  pond  

11.4 

4.9 

10.1 

15.0 

17.6 

Massapequa  pond 

12.9 

7.4 

14.6 

17.0 

20.7 

■  Total  

73.3 

64.6 

1095 . 5 

The  total  surface  storage  corresponds  to  ~9.4  million  gallons  per  square  mile 

116.5 


The  pollution  of  the  .surface-water.s,  due  to  increase  in 
population  on  the  watershed,  necessitated  the  temporary  aban- 
donment of  five  streams,  viz.,  Baiseleys,  Springfield,  Simon- 
sons,  Clear  stream  and  ITorse  brook,  of  which  all  but  Clear 
stream,  the  smallest  supply,  have  been  subsequently  utilized 
by  filtering  the  water.  The  flow  of  Clear  stream  was  indi- 
rectly utilized  by  the  Clear  Stream  driven-well  station. 

Hcm])stead  pond  will  not  deliver  water  at  sufficient  eleva- 
tion to  flow  into  the  conduit  at  the  hydraulic  gradient  usually 
maintained  at  the  east  end  of  the  conduit,  and  the  water 
from  this  pond  flows  into  Smiths  ])()nd  below  and  is  ])umped 
at  the  Smiths  Pond  .'jtation. 

Xo  continuous  gagings  of  these  surface  streams  have  been 
made,  but  several  series  of  measurements  have  been  taken 
during  periods  of  drought.  C)n  the  new  watershed,  the  gag- 
ings were  made  prior  to  any  ground-water  development ;  but 
on  the  old  watershed  the  ground-water  had  been  ])artially 


266 


APPEXDIX 


developed  prior  to  1888,  although  not  to  a  sufficient  extent 
to  materially  aft'ect  the  surface  flow.  The  subsequent  collec- 
tion of  a  large  ground-water  supply  has  reduced  the  flow  of 
the  surface  streams,  and  this  flow  will  be  still  further  reduced 
by  the  proposed  additional  ground-water  works. 

The  dry  weather  yield  of  the  streams  and  ponds,  as  shown 
by  the  gagings,  is  given  in  the  table  below : 

MINIMUM  FLOW  OF  STREAMS,  IX  MILLION  GALLONS  DAILY 


Stream  1856  .■v.nd 

OR  Pond  1857 


June  1  September  19  August  30 

TO  TO  TO 

October  15.  October  12,  October  5, 

1883  1885  1894 


old  watershed 


Baiseleys  

Springfield  

Simonsons  

Clear  stream  

Valley  stream  and  Wat  ts  \ 

pond  ; 

Pines  pond  

Schodack  brook  

Hempstead  pond  ] 

Hempstead  storage  res-  , 

ervoir  [ 

Smiths  pond  j 

Millburn  

East  Meadow  

Newbridge  

Wantagh  

Massapequa  


2.9 
0.6 
1.8 
0.7 

2.3 

2.5 


7.3 


NEW  WATERSHED 
1.9 
5.2 

1.2 
3.4 
3.1 


1.3 


1.9 

1.1 
0.7 


4.2 


2.0 
0.2 

1.3 

O.G 
1.0 

8.0 


The  estimated  yield  of  the  surface  streams  during  periods 
of  normal  rainfall,  with  continuous  operation  of  the  ground- 
water stations,  has  been  shown  in  Table  1.  page  63.  and  the 
actual  yields  of  the  surface  streams  for  11  years  arc  shown 
in  Ap])endix  1,  in  discussing  the  yiel<l  of  the  Long  Island  wa- 
tersheds. 'Hie  present  safe  yield  of  these  streams  is  less  than 
that  sh<»wii  by  the  gagings  because  of  the  dixersion  of  water 
from  the  streams  by  the  ground-water  colk-cting  works. 

']"he  construction  of  the  Millburn  reservoir  was  included 
in  the  original  i)lans  for  devel()i)ing  the  surface  su])ply  east 
of  Kockville  Center,  it  being  intended  to  utilize  this  reservou" 
to  store  a  ])ortion  of  the  surface  How  during  wet  seasons, 
and  draw  on  stored  waters  during  |)erio(ls  of  drought.  The 
reserv(jir  was  not  water-tight,  and  it  \va^  been  inipossi])le  lo 
use  it  since  its  completion,  about  IS'M.  There  appears  to  be 
no  justification  for  any  further  outlay  on  this  structure  .'is 
it  is  both  unnecessary  and  inadvisable  to  make  it  a  i)arl  ot 
the  present  Ridgewood  system. 


BROOKLYN  SUPPLY 


267 


Since  the  construction  of  the  ground-water  collecting 
works  in  the  new  watershed,  both  surface  and  ground-waters 
have  been  delivered  to  the  ^lillburn  pumping-station,  and 
these  mixed  supplies  would  be  stored  in  the  Millburn  reser- 
voir if  it  were  to  be  used  now.  The  experience  of  the  past 
10  years  has,  however,  shown  that  it  is  inadvisable  to  attempt 
the  storage  of  ground  and  surface-waters  in  open  reservoirs. 
Mixed  waters  that  have  been  thus  stored  elsewhere  in  the 
Ridgewood  system  frequently  become  unsatisfactory  to  the 
consumers  on  account  of  the  rapid  development  of  micro- 
scopic organisms,  which  impart  to  the  water  an  offensive  taste 
and  odor,  although  the  organisms  are  not  apparently  detri- 
mental to  health.  For  this  reason  the  ]\Iillburn  reservoir 
should  not  be  utilized  unless  it  is  to  be  covered,  and  the  cost 
of  a  covered  reservoir  is  prohibitive. 

The  amount  of  surplus  water  in  the  new  watershed  that 
could  really  be  utilized  by  the  Millburn  reservoir  for  a  com- 
plete development  of  the  underground  supply  is  extremely 
small,  as  shown  by  the  record  of  waste  during  the  years  1906 
and  1907,  on  Sheet  50,  Acc.  LJ  186.  Of  the  waste  recorded, 
363  million  gallons  were  due  to  the  pollution  of  the  East 
Meadow  stream  from  July  29  to  September  15,  1906,  and  the 
consequent  cutting  out  of  the  stream  from  the  supply  during 
this  period.  In  November  of  1907,  17  million  gallons  were 
also  wasted  for  the  same  reason.  After  making  this  correc- 
tion in  the  waste  recorded,  the  remaining  waste  on  the  new 
watershed  amounted  to  only  169  million  gallons  in  1906  and 
145  million  gallons  in  1907,  or  an  average  of  0.43  million 
gallons  daily  for  the  two  years. 

The  surface  formation  of  western  Long  Island  is  not  fa- 
vorable to  the  economic  development  of  surface  storage 
for  water.  The  Millburn  reservoir  has  already  cost  about 
$1,100,000,  and  was  designed  to  store  373  million  gallons, 
making  the  cost  of  construction  nearly  $3,000  per  million 
gallons  stored.  The  interest  and  sinking  fund  charges  on 
this  amount  would  make  the  cost  of  water  obtained  from 
this  reservoir  very  high.  Assuming  that  the  reservoir  be 
filled  once  a  year,  the  cost  for  fixed  charges  would  be  about 
$150  per  million  gallons,  or  about  double  the  average  cost  of 
collecting  and  distributing  the  entire  supply.  The  Hempstead 
storage  reservoir  cost  about  S2,000  j)cr  million  gallons  stored, 
and  if  the  full  contents  of  this  reservoir  be  utilized  each 


268 


APPEXDIX  4 


year,  the  cost  per  million  gallons  for  fixed  charges  would  be 
about  $100. 

The  natural  result  of  the  increase  in  population  on  the 
watershed  will  be  the  abandonment  of  the  surface  streams 
as  sources  of  supply,  or  the  complete  filtration  of  their  wa- 
ters. This  filtration  can  be  economically  and  efficiently  se- 
cured by  developing  the  underground  sup])ly  and  reducing 
the  amount  of  water  entering  the  streams.  The  water  which 
does  reach  the  streams  can  be  made  to  re-enter  the  sands 
through  the  beds  of  the  streams  and  ponds  and  eventually 
reach  the  underground  collecting  works. 

Some  flood  flows  must  necessarily  be  lost  with  any  eco- 
nomical system  of  collection,  but  the  amount  of  water  so  lost 
would  be  extremely  small,  as  shown  by  the  actual  waste  from 
the  new  and  old  sheds  ])lotted  on  Sheet  7,  Acc.  TJ  148.  With 
an  increase  in  consum]3tion  and  in  capacity  of  conduit,  the 
amount  ni  surface-water  wasted  would  be  greatl_\-  reduced. 

Ground-Water  Sl  pply 

A  partial  development  of  the  ground-waters  of  Long 
Island  for  the  Ih-ooklyn  sui)i:)ly  was  first  proposed  in  the 
original  ])lan  for  the  works,  it  being  intended  to  construct  an 
o])en  canal  east  of  liaiseleys  pond  below  the  ground-water  level 
and  allow  the  water  to  seep  into  the  canal.  The  abandonment 
of  this  proposed  canal  and  the  substitution  of  a  closed  conduit 
eliminated  anv  ground-water  from  the  original  system.  The 
need  of  additional  su])])ly  made  it  necessary,  however,  to  util- 
ize later  all  sources  that  might  be  made  readily  available,  and 
the  ground- waters  have,  therefore,  been  developed  from  time 
to  time  to  meet  the  urgent  demands  for  additional  water- 
supply.  The  method  of  (leveloi)ment  has  included  large  (^pen 
wells,  small  tul)nlar  wells  connected  in  gangs  or  groups  to  a 
central  suction  main,  and  infiltration  galleries. 

\\'k!.i.  Svsri:MS 
rSee  Sheets  51  and  .^f)    Aec  I.J   1S7  and  1  .J  1^3) 

OPEN  WEI.L.^ 

At  the  Smiths  Pond,  Watts  Pond  and  Springfield  i'ond 
stations,  oi)en,  brick-lined,  circular  wells.  .^0  feet  in  diame- 
ter, were  originally  const  i-neted.  the  botlmn  of  the  wells 
being    about     ten     feet     below     the     normal     gromid  water 


SHPCT  50 


Up  to  //?e  e/7d  of  /902,fhe  pumpfn^  Mi//born 
was  Dmited  by /nade<^uafe  conda/f  capacity  be- 
'tween  A^J/lbarn  and  fi/dgewood 

Waste  dur/n^  1906  and  t907  /s  that  whicti  maybe 
expected  in  years  of  f-a/nfott  ^tt^ht/y  abo^e 
file  average  w/tb  the  ex'/^ting  ground  water 
devetopmenf. 


MASS  CURVE  OF  WASTE 


Waste  )ho^jrJ3l 


BOARD  OF  WATER  SUPPLY 

LONG  I5LAND  SOURCES 
BROOKLYN  WATER  SUPPLY 
REDUCTION  IN  WASTE  FROM  EASTERLY  SUPPLY 
PONDS  Br  REPAIRING  THE  MILLBURN  RESERVOIR 


Woter  Supply 


~ /a97 -->if—  /ase   *)<   lass   >k   laoo-^*^  1901    >K  1902    *i*  1903 

Waste  Ihot  mi^ht  haye  been  stored  in  M///burn  Reservo/r,  co/ored  red. 


>K    t90^     >K  iQ 


Unpreyentabfe  waste. 


BROOKLYX  SUPPLY 


269 


surface.  By  lowering  the  water-level  in  the  well,  it  was 
expected  that  water  would  be  drawn  in  from  the  sur- 
rounding sands  and  thus  increase  the  yield  at  these  stations. 
It  was  found,  however,  that  as  the  water-level  was  lowered, 
the  fine  sand  entered  the  well,  undermining  the  sides  and  en- 
dangering the  stability  of  the  ptimping-station  building.  The 
amount  of  water  obtained,  therefore,  by  the  construction  of 
these  large  wells  has  been  very  small. 

DRIVEX  WELLS 

The  first  tubular  wells  used  in  connection  with  the 
Brooklyn  supply  were  2-inch  wells,  driven  by  Andrews  & 
Co.,  in  groups  or  gangs,  under  a  patent  covering  this  type 
of  construction.  The  wells  which  were  driven  in  the 
old  watershed  consisted  of  2-inch  iron  pipe  in  5-foot 
lengths,  with  a  2-inch  strainer  and  a  drive  point.  The  strain- 
ers were  about  seven  feet  in  length  and  were  covered  with 
a  slotted  brass  gauze.  The  average  depth  to  which  the  wells 
were  driven  was  about  35  to  40  feet,  a  small  hand  rig  being 
used,  having  a  150-pound  hammer  with  an  effective  average 
drop  of  about  five  feet.  The  wells  were  located  about  12  feet 
apart  along  the  line  of  the  suction  mains,  and  were  driven 
in  jjairs,  on  opposite  sides  of  the  main  suction  line,  and  about 
12  feet  from  the  center  on  either  side.  The  top  of  the  well 
had  a  2-inch  by  3-inch  head,  with  a  3-inch  pipe  connecting 
the  well  with  the  main  suction,  a  valve  being  provided  on 
each  suction  ami  so  that  any  individual  well  could  be  cut  out 
of  service.  The  number  of  wells  driven  at  each  station  varied 
from  100  to  180.  The  general  arrangement  of  the  wells,  to- 
gether with  details  of  the  point  and  strainer  used,  are  shown 
on  Sheet  51,  Acc.  LJ  187.  The  Spring  Creek,  Baiseleys, 
Jameco,  Forest  Stream  and  Clear  Stream  plants  were  origin- 
ally efiui])ped  with  these  wells,  the  first  contract  for  the  wells 
being  made  in  1882  and  the  last  in  1888. 

To  replace  the  worn  out  2-inch  points  and  strainers  driven 
by  Andrews  &  Co.,  the  city  purchased  2-inch  points  and 
strainers,  made  of  galvanized-iron  pipe,  with  holes  punched 
in  the  pipe,  covered  by  a  thin  slotted  brass  sheet  or  gauze 
The  details  of  these  strainers  and  points  are  shown  on  Sheet 
51,  Acc.  LJ  187. 

In  1894.  three  contracts  were  made  for  new  driven-well 
plants,  in  both  the  old  and  new  watersheds.    The  well  in- 


270 


APPENDIX  4 


stalled  under  these  contracts  consisted  of  to  6-inch  strain- 
ers and  casings,  sunk  with  open  ends  by  means  of  washing 
or  sand-bucketing  the  material  from  the  interior  of  the  pipe 
and  allowing  the  well  to  sink  by  its  own  weight,  turning  the 
well  to  reduce  the  friction.  The  wells  were  provided  with 
various  lengths  of  strainers,  in  general  being  about  10  feet, 
and  they  were  connected  to  the  main  suction  pipe  by  a  branch 
suction  pipe  about  lj/2  inches  smaller  than  the  well  casing, 
with  a  drop  suction  of  the  same  size  within  the  casing.  The 
main  suction  was  laid  approximately  at  right  angles  to  the  line 
of  flow  of  the  underground  waters,  and  in  both  directions 
from  a  central  receiver.  Wells  were  driven  alternately  to 
the  north  and  south,  at  intervals  of  from  30  to  40  feet,  and 
approximately  10  feet  from  the  main.  At  the  Spring  Creek 
station  the  wells  were  placed  about  40  feet  on  either  side  of 
the  central  main.  Sheet  51,  Acc.  LJ  187,  gives  a  typical  plan 
of  these  well  systems  and  the  details  of  strainers  used  by 
Edwards  &  Company  in  installing  the  Agawam,  ]\Ierrick, 
Matowa,  Wantagh  and  Massapecjua  stations.  At  these  sta- 
tions the  strainers  were  of  cast  phosphor  bronze,  ribbed  type, 
as  shown  on  the  plan,  with  the  exception  of  a  few  wells 
which  had  the  brass  pipe  strainers.  At  Watts  Vo\u\  station. 
Edwards  &  Company  used  perforated  iron  pipe  with  counter- 
sunk holes,  the  pipe  being  covered  with  brass  gauze.  The  five 
stations  east  of  Millburn,  together  with  the  Watts  I'ond  sta- 
tion, were  included  in  two  of  ihe  three  contracts  made  in 
1894,  the  third  being  for  wells  at  the  Spring  Creek  station, 
where  an  iron  strainer  from  7  to  14  feet  in  length,  cov- 
ered with  brass  gauze  and  surrounded  with  gravel,  was  used. 
The  location  of  the  wells  at  Spring  creek  is  also  shown  on 
Sheet  51,  Acc.  LJ  187. 

About  1896  the  I)ei)artmcnt  of  Water  Supply  commenced 
sinking  wells  with  its  own  men  and  put  in  the  deep  well 
plants  at  Jameco,  Springfield.  Oconee,  Shetucket  and  Spring 
creek.  Tlie  material  found  below  the  clay  bed  was  generally 
coarser  than  that  above,  and  the  wells  were  driven  with  8-inch 
casing  and  iron  strainers.  The  strainers  were  of  standard 
wrought-iron  i)ipe.  provided  with  a  cutting  shoe,  made  up  oT 
a  standard  coupling  cut  to  form  \'-shaped  teeth,  and  were 
perforated  with  holes  drille<l  froiu  ]i  to  3/U)  inch  in  diame- 
ter. About  10  feet  of  the  casing  were  thus  perforated  and  no 
outside  covering  was  placed  over  tlie  holes.    Tlie  wells  were 


BROOKLYN  SUPPLY 


271 


sunk  by  turning  and  washing,  or  sand-bucketing,  the  material 
from  the  interior  of  the  well,  the  weight  of  the  casing  being 
sufficient  to  sink  the  well.  The  depth  of  these  wells  was  usu- 
ally from  130  to  200  feet.  Details  of  the  deep  well  point 
used  by  the  department  are  shown  on  Sheet  51,  Acc.  LJ  187. 

Since  about  1902,  6-inch  wells  have  been  used  by  the  de- 
partment, with  strainers  made  up  of  galvanized-iron  pipe, 
with  circular  or  elliptical  holes  punched  or  bored  in  the  pipe, 
the  pipe  being  covered  with  perforated  brass,  as  shown  on 
Sheet  51,  Acc.  LJ  187.  These  wells  have  been  used  at  dif- 
ferent stations,  but  none  of  the  stations  has  been  entirely 
equipped  with  them. 

In  1905  a  change  was  made  in  the  method  previously 
followed  in  constructing  the  shallow  wells.  A  casing  of  12 
to  18  inches  in  diameter  was  first  sunk  to  a  depth  two  or 
three  feet  below  the  level  at  which  the  bottom  of  the  well 
was  to  be  placed,  and  gravel  filled  in  to  that  level.  The  well 
and  strainer  were  then  placed  within  the  casing,  the  annular 
space  around  the  well  filled  with  gravel,  and  the  casing  with- 
drawn as  the  gravel  was  placed.  \^arious  types  of  strainers 
have  1)ecn  used  for  these  wells.  Several  of  the  Edwards 
strainers,  which  had  been  pulled  out,  were  covered  with  tiic 
slotted  brass  and  used  in  the  new  type  of  well,  but  failed  after 
about  a  year's  use,  due  to  the  wearing  out  of  the  brass  cover. 
The  6-inch  strainers  of  the  department  were  also  tried,  two 
of  the  strainers,  however,  being  coupled  together  to  make  a 
screen  section  about  24  feet  in  length. 

The  use  of  the  outside  casing  with  gravel  surrounding 
the  well  was  adopted  primarily  for  a  tile  well.  This  well 
is  constructed  by  first  sinking  the  ca>ing  and  filling  in  with 
gravel  to  a  dei)th  of  about  two  feet;  a  cast-iron  bottom  plate 
with  a  wooden  cover  is  attached  to  a  rod,  and  perforated 
tile  pipe  placed  on  the  wooden  form.  Tlie  joints  of  the  tile 
pipes  are  run  with  meltefl  sulphur,  and  the  ])ipes  are  cen- 
tered around  the  rod  hy  means  of  small  wooden  braces.  The 
rod  is  made  in  sections,  with  joints  about  every  10  feet,  so 
that  it  can  be  Icjwered  into  the  well  and  additional  sections 
attached  as  re(|uired.  The  perforated  tile  is  usually  carried 
up  for  a  distance  of  from  20  to  v30  feet  above  the  bottom  plate, 
and  the  well  is  then  com])leted  with  a  standard  tile  pipe. 
When  the  tile  pipes  have  1)een  built  up  to  a  length  slightly 
greater  than  the  depth  from  the  surface  to  the  gravel  at  the 


272 


APPEXDIX  4 


bottom  of  the  casing,  the  well  is  lowered  until  It  rests  on  the 
gravel  at  the  bottom.  Additional  gravel  is  filled  in  around 
the  casing  and  the  well  is  carried  up  to  about  the  ground- 
water level.  As  this  gravel  is  filled  in,  the  casing  is  with- 
drawn, and  finally  the  rod  is  taken  out  by  unscrewing  it  from 
the  nut  which  is  held  in  a  socket  in  the  bottom  plate.  The 
small  wooden  sticks  used  to  center  the  tiles  are  loosened  and 
fioat  to  the  surface  of  the  water.  An  iron  drop  suction  with 
a  T-head  completes  the  well.  X\  \i\\  a  12-i!ich  outer  casing, 
AYz-'mch.  slotted  pipes  enlarging  at  the  top  to  6-inch  standard 
pipes  are  used  to  form  the  wells.  With  14  and  18-inch  outer 
casing,  6-inch  and  8-inch  pipes,  resi)ectively,  are  used  for  the 
full  length  of  the  well.  Sheet  51,  Acc.  I.J  187.  shows  details 
of  the  casing,  the  vitrified  strainer,  and  the  method  of  con- 
struction of  the  tile  well. 

A  solid  brass  strainer,  manufactured  under  the  Johnson 
patent,  has  been  used  since  1905,  both  for  deep  and  shal- 
low wells.  This  strainer  is  made  up  of  a  narrow  perforated 
brass  ribbon,  rolled  up  spirally,  the  inside  edges  of  the  ribbon 
being  rolled  together.  The  width  of  slot  can  l)e  varied  as 
desired,  the  slots  used  by  the  department  ranging  from  .017 
inch  to  .025  inch.  The  strainers  are  made  up  in  10-foot 
lengths  and  two  strainers  cou])led  together.  This  strainer  is 
not  strong  enough  to  be  sunk  with  the  casing,  as  is  done  witli 
the  pipe  strainers.  The  casing  for  deep  wells  is,  therefore, 
sunk  to  the  full  depth  of  the  well,  the  strainer  inserted,  the 
casing  pulled  up  to  api)roximately  the  top  of  the  strainer, 
and  the  space  between  the  strainer  and  the  well  closed  by 
means  of  a  well  i)acker.  The  casing  is  left  in  place  and 
fornix  the  u])per  part  of  the  well  from  the  strainer  to  the 
ground  surface.  A  number  ol"  these  strainers  have  also  been 
used  for  >hallo\v  wells.  In  such  wells  they  have  been  placed 
within  a  12-inch  outside  casing  and  surrounded  b\  gravel, 
after  which  the  outer  casing  is  removed.  (  )n  Sheet  51,  Acc. 
IJ  187,  are  shown  details  of  this  strainer. 

In  the  latter  ])art  of  1*H)5  and  the  earl\-  part  of  1906, 
six  tile  wells  were  sunk  by  Messrs.  I- Hint  .K:  .Nfarren.  V'wQ 
of  these  wells  were  located  at  ten)porary  stations  along  the 
line  of  the  Mass;ipe(|ua  gallery  and  were  only  in  service  for 
a  .short  time.  One  well  was  sunk  at  the  Matowa  station  and 
has  since  been  used  with  the  other  wells  at  this  station.  The 
Klliot      Marrc-n  well  consists  of  18-lneli  vitrified  tile  pipe  with 


BROOKLYX  SUPPLY 


21Z 


the  lower  8  to  12  feet  of  tile  perforated  with  circular  or 
rectangular  openings,  thus  forming  a  strainer.  The  tile  is 
placed  on  a  cast-iron  shoe,  which  extends  about  three  inches 
outside  of  the  tile  pipe,  and  as  the  well  is  sunk  the  gravel  is 
placed  around  the  well,  it  being  expected  that  the  gravel 
would  follow  the  well  as  the  sinking  progresses.  The  mate- 
rial from  the  interior  of  the  well  is  removed  by  sand-bucket- 
ing and  the  well  is  sunk  by  placing  weights  on  a  timber  lever 
pressing  on  the  top  of  the  pipe.  Only  a  comparatively  small 
wxight  is  required  in  addition  to  its  own  weight,  to  sink  the 
well. 

The  preceding  description  of  the  wells  used  by  the  De- 
partment of  Water  Supply  covers  all  types  in  general  use, 
but  the  records  of  the  department  do  not  give  a  full  descrip- 
tion of  all  the  wells,  and  there  are  probably  some  forms  of 
strainers  used  that  have  not  been  described.  Table  17  gives 
a  summary  of  the  wells  in  use  at  the  various  stations  in  1906. 

Comparative  Merits  of  Several  'J^tes  of  Wells 
As  has  already  been  stated,  the  open  wells  yielded  an 
extremely  small  amount  of  water  for  their  size  and  cost,  and 
they  were  soon  abandoned  for  the  driven  or  pipe  type  of  well. 

\\"iih  the  2-inch  wells,  as  installed  b\-  Andrews  &  Co., 
it  was  possible  to  obtain  between  four  and  five  million  gallons 
daily  from  100  to  150  wells  where  the  location  was  fa- 
vorable. These  wells  lasted  about  six  to  eight  years  without 
serious  clogging,  when  a  continuous  draft  was  maintained. 
If  the  draft  froni  the  wells  was  fre(|uently  interrupted,  the 
wells  would  fill  with  fmc  sand  and  iron  oxide,  and  show  a 
consequent  reduction  in  the  yield.  11ic  2-inch  ])()ints  ])ut  in 
by  The  City  to  replace  the  Andrews  wells  had  a  much  shorter 
life,  the  wells  clogging  in  one  or  two  years'  time,  necessitat- 
ing pulling  and  cleaning  or  replacing  of  the  wells.  An  indi- 
vidual well  when  first  driven  would  yield,  with  hand  pump, 
from  35  to  75  gallons  per  minute.  The  average  yield  of  the 
stations  w^here  these  wells  were  driven  has  been  about  three 
million  gallons  daily,  or  about  15  to  20  gallons  per  minute 
per  well. 

The  4j/<  and  6-inch  wells  ])ul  in  by  Rdwards  &  Co.  re- 
quired frefjuent  cleaning  in  order  to  maintain  their  yield. 
Statifjns  consisting  of  from  v30  to  60  wells  yielded  about  five 
million  galloiLs  dail\'.    ( )n  the  basis  of  40  wells  to  a  station. 


274 


If 


their 
clay 

c 

Si 

11 

norma 
•n  the  s 

III 


■0  Q 

Q  to  -ft 


c  JJ  ci 


°  ^  I  >^  \  ^ 

O  a 


'  t    ill  u  gj  Xjj 


III 


!;  s. !; 


.1 


Lai 


ift  'x"*  ',M«  M«  "il* 
*  •^^  •* 


BROOKLYN  SUPPLY 


111 


this  would  be  equivalent  to  between  80  and  90  gallons  per 
minute  per  well.  A  number  of  these  wells  failed  after  about 
eight  years'  intermittent  use,  by  the  breaking  of  the  brass 
sheet  metal  covering  the  openings,  and  the  perforations  in  the: 
covering  were  worn  in  some  cases  to  nearly  double  their 
original  diameter.  The  brass  slotted  screens  which  were  used 
to  re-cover  the  strainers  placed  on  wells  surrounded  by  gravel 
lasted  only  from  one  to  two  years  before  breaking. 

The  deep  wells  driven  by  the  department  yielded  freely 
at  first,  12  wells  giving  from  three  to  five  million  gallons 
daily.  These  wells,  however,  filled  with  sand,  the  yield  de- 
creased materially  after  about  a  year's  use.  After  the  wells 
were  cleaned  by  removing  the  sand,  it  was  found  that  the 
original  yield  could  not  be  obtained.  This  type  of  strainer 
has  not,  on  the  whole,  been  successful.  The  6-inch  iron 
strainer  covered  with  perforated  brass  has  also  failed,  even 
when  surrounded  with  gravel.  The  openings  in  the  brass 
become  clogged,  and  after  one  or  two  years'  use  the  yield 
of  the  wells  is  reduced  so  that  wells  have  to  be  pulled. 

Among  the  different  types  of  wells  used  by  the  department, 
the  tile  well  and  the  solid  brass  strainers,  with  gravel,  have 
given  the  best  results.  The  yield  of  these  wells,  when  pumped 
separately,  has  been  from  250  up  to  700  gallons  per  minute, 
and  15  to  20  wells  would  yield  from  four  to  five  million  gallons 
daily. 

The  tile  well  has  given  S()me  difiicultv  in  construction, 
owinq-  to  the  weakness  of  the  perforated  tile.  In  20  per  cent, 
of  these  wells,  the  tiles  have  probably  had  to  be  replaced  during 
construction,  because  of  breakage  during  the  building  up  of 
the  wells  i)rior  to  the  filling  in  of  the  gravel.  The  only  loss 
occasioned  thereby  has  been  the  value  of  the  tile  and  the  time 
spent  in  placing  the  same. 

An  examination  made  of  a  tile  well  at  the  S])ring  Creek 
station,  after  it  had  been  in  use  about  two  years,  showed  it  to 
be  entirely  free  from  any  material  that  would  tend  to  clog  the 
well  or  reduce  the  How.  An  inspection  of  another  tile  well 
at  the  Jameco  station,  which  had  been  in  use  slightly  over  two 
years,  showed  it  to  be  filled  to  a  depth  of  about  35  feet  with 
a  deposit  of  iron  oxide,  clay  and  fine  sand,  which  has  some- 
what reduced  the  discharge  of  the  well.  The  iron  in  the  waters 
at  the  Jameco  station  has,  however,  always  given  trouble,  and 
has  caused  wells  of  other  types  to  fill  up  and  clog  much  more 
rajjidly  than  at  other  stations. 


276 


APPEXDIX  4 


Tliere  has  been  no  apparent  diminution  in  the  yield  of  the 
wells  using  the  solid  brass  strainer,  but  these  have  not  been 
in  service  sufficiently  long  to  determine  whether  this  type  of 
strainer  will  give  permanently  satisfactory  results.  The  strainer 
is  not  structurally  strong  enough  to  allow  it  to  be  removed  and 
replaced  without  danger  of  destroying  it. 

Cost  of  \\'ells 

The  wells  put  in  under  the  Andrews'  patent  were  paid  for 
on  the  basis  of  the  yield  obtained,  at  the  rate  of  $36,000  per 
million  gallons  daily.  This  price  included  the  wells,  suction 
mains  and  pumping-plant,  complete.  As  the  yield  of  the  P)aise- 
leys  and  Spring  Creek  stations  coml3incd  was  determined, 
under  test,  to  be  over  eight  million  gallons  daily,  and  the  yield 
of  the  Forest  Stream  and  Clear  Stream  stations  over  10  million 
gallons  daily,  the  cost  for  each  station  was  from  $150,000  to 
$180,000.  The  pumping-stations  consisted  of  a  small 
brick  building,  with  two  pumps  and  two  boilers,  the  total  value 
of  the  stations  probably  not  exceeding  $30,000,  making  a  very 
high  cost  for  the  well  system. 

The  well  plants  installed  at  Spring  creek  and  Watts  ])ond 
were  also  contracted  for  on  the  basis  of  the  yield,  but  the  price 
was  $5,000  for  the  first  million  gallons  and  $4,000  for  each 
additional  million  gallons.  The  resulting  cost  of  the  Spring 
Creek  system  of  wells  was  about  $19,000,  while  the  \\'atts 
Pond  plant  cost  about  $14,000.  These  prices  did  not  include 
any  i)umping-p]ants. 

The  five  stations  on  the  new  watershed  were  const ructeil 
at  a  contract  price  originally  fixed  at  $167,500.  The  contractors 
guaranteed  a  }'ield  of  25  million  gallons  daily,  based  on  a 
year's  continuous  test,  during  wliich  the  yield  was  to  he  de- 
termined by  the  minimum  average  shown  for  an\-  live  consecu- 
tive days;  and  agreed  t<^  furnish  and  run  the  necessary  pump- 
ing-plants,  with  connections  to  the  conduit,  and  remove  the 
same  at  the  end  of  the  test.  As  the  stations  failed  to  fulfill 
the  contract  re(|uirements,  the  contract  was  terminated  by  re- 
ducing the  ])aynu'nl  to  about  SI  12,000,  which  included  the 
pumi)ing-plants  installed  1)\-  the  conlract<»r.  the  (li>charge  mains 
and  all  appurtenances,  and  the  operation  of  the  plants  lor 
about  (MK-  yvAV.  The  paxuicnl  made  was  little,  if  an\-,  in  excess 
of  tlu-  cost  of  operation  during  the  tt-st  together  wilh  the  cost 
of  the  punij)ing -plant s  and  appurtenances.    1'he  yield  of  the 


BROOKLYN  SUPPLY 


277 


five  stations,  as  shown  by  the  test,  was  shghtly  under  20  milhon 
gallons  daily.  The  land  used  for  the  well  systems,  including 
ground  for  the  stations  and  discharge  mains,  was  furnished  by 
The  City  to  the  contractors. 

The  deep  wells  installed  by  the  Department  of  Water 
Supply  at  Spring  creek,  Shetucket,  Oconee,  Jameco  and  Spring- 
field, cost  about  $6,000  for  each  station,  including  suction  main 
complete.  The  plants  consisted  of  twelve  wells  each  and  the 
average  yield  of  each  station  was  about  three  million  gallons 
daily. 

In  the  latter  part  of  1905  and  the  early  part  of  1906,  the 
department  installed  three  shallow  well  stations,  at  Aqueduct, 
St.  Albans  and  Rosedale,  at  a  cost  of  about  $15,000  for  each 
station,  complete  with  frame  buildings,  pumps  and  boilers. 
The  work  of  sinking  the  wells  at  these  stations  was  done  in 
part  by  the  department,  and  the  remainder  by  contractors  on 
a  percentage  basis.  Two  of  the  stations  had  20,  and  one  15 
wells.  These  wells  were  all  six  inches  in  diameter,  and  were 
surrounded  by  a  12-inch  cylinder  of  gravel ;  they  yielded  from 
2.5  to  4.5  million  gallons  daily.  The  cost  of  the  wells  complete 
was  about  $4  per  linear  foot,  exclusive  of  suction  mains  and 
appurtenances. 

In  1906  and  1907  contracts  were  prepared  for  sinking  deep 
and  shallow  wells  at  various  points  on  the  watershed.  The 
prices  bid  are  given  in  Table  18. 

In  the  bids  for  sinking  wells,  received  July  25,  1006.  the 
price  for  the  8-inch  pipe  included  all  the  labor  and  material 
necessary  to  sink  the  wells  to  a  depth  of  approximately  175 
feet.  The  price  for  the  droj)  suctions  included  about  30  feet 
of  6-inch  pipe,  the  T  or  well  head,  and  a  6-inch  valve.  All 
wrought-iron  or  steel  pipe  was  to  be  of  standard  weight.  The 
6-inch  pipe  was  to  be  used  on  top  of  the  strainers  in  making 
the  joint  between  the  strainer  and  the  casing.  The  brass 
strainers  were  to  be  20  feet^  and  equal  to  the  Johnson  or  Cook 
type.  The  wrought-iron  pipe  strainers  were  to  be  slotted  pipe, 
galvanized,  and  not  covered  with  gauze. 

lender  Section  II  the  connections  with  the  gallery  called 
for  making  a  connection  with  the  infiltration  gallery,  the  vyork 
involved  costing  approximately  v$250  for  each  connection. 

It  is  evident  from  the  prices  bid  that  the  lowest  l)idder  sub- 
mitted an  unbalanced  bid. 

In  the  bids  received  on  .April  10,  1907,  for  deej)  and  shallow 


278 


TABLE  IS 

Bids  for  Sixkixg  Wells,  Received  i;v  the  DErARTMEXT  of 
Water  Supply  in  1906  axd  1907 


BIDS  FOR  DEEP  WELLS.  RECEIVED  JULY  25,  190G 


TT 

P.  H.  & 

G.  W.  Phillip 

S       T.  B.  H.XRPER 

J.  CONLIN 



SECTION  I 

83  07 

$3.75 

$3  50 

30  6-inch  drop  suctions  

0.01 

40.00 

60.00 

200  feet  of  6-inch  pipe  

0.01 

0.70 

25.00 

20  brass  strainers  

160.00 

80.00 

118.00 

10  wrought-iron  pipe  strainers  . 

0.01 

90.00 

120.00 

Total  bid  

$21,623.00 

$26,340.00 

$31,360.00 

SECTION  II 

6000  feet  of  8-inch  pipe  

$3.38 

12  6-inch  pipe  suctions  

0.01 

600  feet  of  6-inch  pipe  

0.01 

18  connections  with  gallery .  .  .  . 

0.01 

KiO.OO 

Total  bid  

$25,086.30 

SECTION  III 

4500  feet  of  8-inch  pipe  

$3.07 

$3.75 

$3.12 

25  6-inch  drop  suctions  

0.01 

40.00 

60.00 

260  feet  of  6-inch  pipe  

0.01 

0.70 

25.00 

155.00 

80  00 

118.00 

Total  bid  

$17,692.85 

$20,057.00 

$24,990.00 

BIDS  FOR  DEEP  AND  SHALLOW  WELLS, 

RECEIVED  APRIL  10.  1907 

Gr.\nt 

P.  H.  & 

ROIIRER 

J.  CONLIN 

I.  1I.\RR1S  Co. 

SECTION  I 

8900  feet  of  8-inch  pipe.  $3.63 

40  6-inch  suctions   50.00 

420  feet  of  6-inch  pipe   2.00 

40  brass  strainers   150.00 

Total  bid,...  $41,147  00 


si;c  HON  II 

6000  feet  of  6-inch  pipe. 
75  6-inch  Ijrass  strainers 
75  6-inch  well  heads.  . 

Total  bid  


$1.75 
4  4.85 
0.92 
85.50 

$47. 875. ■10 


$4.25 

.S5..M) 
2L90 


$33,566.00 


$5.30 

48,1)0 
3.00 
100.00 

$04,300.00 


$4.  SO 

100,00 
2U.50 


$38,612.60 


279 

TABLE   18  [Concluded) 

BIDS  FOR  SHALLOW  WELLS.  RECEIVED  APRIL  10,  1907 


McHaig- 
I.  Harris  Co.      Barton  Co. 


SECTION  I 

1  steel  receiver   $3,077.00  $9,400.00 

2000  feet  or  8-inch  pipe   3.95  6.40 

200  feet  of  24-inch  flanged  pipe   0.49  7.00 

1.500  feet  of  16-inch  flanged  pipe   0.39  0.70 

150  feet  of  G-inch  flanged  pipe   0.19  2.50 

3  stop-cock  chambers   269.00  600.00 

Total  bid   $12,495.60  $26,815.00 

SECTION  II 

1  Steel  receiver   $3,575.00  $14,350.00 

1200  feet  of  8-inch  pipe   3.95  6.40 

60  feet  of  30-inch  flanged  pipe   0.69  15.00 

6.50    "      "  16-inch     "         "    0.39  0.70 

450    "      "  12-inch     "         "    0.29  0.60 

100    "      "    6-inch     "         "    0.19  2.50 

1  stop-cock  chamber   120.00  600.00 

Total  bid   $8,879.40  $24,506.00 


SECTION  III 


2000  feet  of  8-inch  iron  or  steel  pipe   $5.20 

10  suction  pipes  ."   48.00 

120  feet  of  6-inch  iron  or  steel  pipe   2.76 

10  brass  strainers   100.00 

Total  bid   $12,211.20 


Unit  prices  given  in  all  bids 


280 


APPEXDIX  4 


wells,  under  Section  I  the  contractor  was  to  sink  approximately 
40  deep  wells,  and  under  Section  II  approximately  75  shallow 
wells.  The  wells  under  Section  I  were  to  be  8-inch  wrought- 
iron  pipe  wells,  sunk  to  a  depth  not  over  220  feet.  The 
strainers  were  to  be  20  feet  in  length,  with  an  outside  diameter 
of  not  less  than  Sy%  inches.  After  the  well  was  sunk  the 
strainer,  with  a  10-foot  piece  of  6-inch  i)ipe,  was  to  be  placed 
in  the  well,  the  casing  drawn  to  approximately  the  top  of  the 
strainer,  and  the  space  between  the  6-inch  pipe  and  the  8-inch 
casing  sealed.  The  drop  suctions  were  to  consist  of  alxnit  30 
feet  of  6-inch  pipe,  with  a  flanged  T  or  well  head  and  a  6-inch 
stop-cock. 

Under  Section  II  the  wells  were  to  be  sunk  to  a  depth  of 
from  55  to  80  feet  by  first  sinking  12-inch  casing,  then  placing 
a  foot  of  gravel  in  the  bottom  of  the  casing.  On  this  gravel 
was  to  be  placed  a  solid  brass  strainer  about  6  inches  in 
diameter  and  at  least  20  feet  long,  the  well  above  the  strainer 
being  made  up  of  6-inch  wrought-iron  pipe.  The  space  be- 
tween the  well  and  the  casing  was  to  l)e  filled  with  gravel  and 
the  casing  withdrawn.  The  well  head  was  to  consist  of  a 
flanged  T.  with  a  6-inch  stop-cock. 

On  A|)ril  10,  1906,  bids  were  also  received  for  shallow  and 
deep  wells,  the  bids  being  called  for  in  three  sections.  The 
wells  under  Sections  I  and  II  were  to  be  shallow  8-inch  tile 
wells,  from  48  to  65  feet  deep,  while  under  Section  III  they 
were  to  be  deep  wrought-iron  pi])e  wells. 

I'nder  the  specifications  tlie  tile  wells  were  to  l)c  sunk  with 
an  18-inch  casing  and  constructed  in  a  similar  manner  to  the 
typical  well  shown  on  Sheet  31.  Acc.  L  J  1S7.  The  C  ity  w  as 
to  furnish  the  contractor  with  all  the  slotted  and  standard 
vitrified  pi])e  for  the  wells,  and  the  pipe  and  fittings  for  the 
(lr<)])  suctions,  but  the  contractor  was  to  furnish  the  gra\el. 
l<S-inch  casing  and  other  ap])liances  necessary  to  constrnct  the 
well,  and  to  assemble  and  place  the  drop  suctions,  'i'he  llanged 
suction  i)ipe  called  f<>r  under  Sections  1  and  11  was  to  be  fur- 
nished l)v  'i'he  Cilv  and  laid  1)\  the  contractor. 


BROOKLYN  SUPPLY 


281 


Under  Section  III  the  contractor  was  to  furnish  all  his 
material,  the  wells  to  be  similar  to  those  called  for  in  the  con- 
tract previously  referred  to,  for  which  bids  were  also  received 
on  April  10,  1907.  The  depth  of  these  wells  was  to  be  from 
165  to  180  feet. 

In  the  cost  of  all  the  wells  was  included  the  cost  of  pump- 
ing the  wells  for  from  8  to  24  hours. 

The  estimated  cost  of  sinking  wells,  using  the  department 
men,  without  making  any  allowance  for  office  supervision  and 
general  administration,  is  given  in  the  following  table : 

ESTIMATED  COST  OF  SINKING  WELLS  BY  EMPLOYEES  OP 
DEPARTMENT  OF  WATER  SUPPLY 


Item 


Diameter  of  wells  2  inches  4  inches  5  inches  6  inches  8  inches  4  inches  8  Inches 


Type  of  well                     iron  iron  iron         iron  iron      vitrified  vitrified 

pipe  pipe  pipe        pipe  pipe         tile  tile 

Cost  per  linear  foot  of 
well  exclusive  of 
strainer 

Material                          $0.20  $0.3o  $0.45       $0.fiO  $0.90       $0.22  $0.40 

Labor                                0.25  0.(iO  0.05  0.75         1.60  2.00 

Total                        $0.45  $0.90  $1.05       $1.25  $1.65       $1.82  $2.40 

Strainer 

Material                        iron  brass  brass       brass  brass      slotted  slotted 

pipe  tile  tile 
brass 
gauze 

Length  in  feet                     5  5-20  5-20      10-20  10-20      20-30  20-30 

Cost  per  foot  for 

Material                          $0.50  $2.40  $3.10       $4.00  $7.00       $0.30  $0.50 

Labor                               0.25  0.55  O.fiO        0.(55  0.75         l.fiO  2.00 

Total  cost  perfoot, 

in  place                        $0.75  $2.95  $3.70       $4.65  7.75        $1.90  $2.50 

Cost  of  well  50  feet 

deep                              $24.00  $05.50  $79.00  $130.50  $204.50     $93.00  $122.50 


In  189.^  and  189^  a  large  numl)er  of  5-inch  tcst-wclls  were 
sunk  by  tlie  department  In  determine  tlie  stratification  at 
various  points  along  the  conduit  line.  The  wells  consisted  of 
5-inch  wrought-iron  pii)e,  with  a  cutting  shoe,  but  no  perforated 
])i])e  i)V  otlier  ffjrm  of  strainer  was  used.  The  cost  of  the  two 
derricks,  witli  their  pumps  and  other  equipment,  was  about 
S.-^OO  eacli.  The  cost  of  these  wells  for  labor  and  material  is 
given  in  the  following  table: 


282 


APPEXDIX  4 
COST  OF  SINKING  5-INCH  TEST-WELLS,  1895  AND  1896 


Well 

Depth 

OF 

Well, 
Feet 

Cost  Per 

Foot 

Setting  up 
Machinery 

Labor  for 
Sinking  Well 

Material 
for  Well 

Total 
Cost 

1  

$1.41 

$0.44 

$0.25 

$2.10 

2  

257 

0.40 

.68 

.37 

1.45 

3  

277 

.32 

.37 

.31 

1.00 

4  

148 

.77 

1.29 

.44 

2.50 

5  

284 

.42 

1.64 

.45 

2.51 

6  

406 

.77 

2.04 

.76 

3.57 

7  

419 

.34 

.94 

.52 

1.80 

8  

2!)5 

.31 

.41 

.39 

1.11 

9  

271 

.29 

.72 

.44 

1.45 

10  

357 

.35 

.44 

.50 

1.29 

11  

198 

.63 

.34 

.63 

1.60 

12  

406 

.23 

.69 

.40 

1.32 

13  

412 

.37 

.65 

.50 

1.52 

14  

390 

.15 

.39 

.42 

0.96 

15  

190 

.41 

.44 

.49 

1.34 

16  

154 

.81 

.42 

.46 

1.69 

17  

191 

.54 

.67 

.49 

1.70 

18  

192 

.42 

.35 

.44 

1.21 

19  

208 

.40 

.41 

.45 

1.26 

20  

242 

.37 

.40 

.45 

1.22 

21  

410 

.20 

1.05 

.45 

1.70 

Well   6 — At  304  feet  below  the  surface  the  5-inch  pipe  broke  and  the  well  was 

continued  with  a  33^-inch  pipe 
Well  12 — A  coupling  on  the  5-inch  pipe  broke  at  302  feet  below  surface  of 

ground,  and  a  3-inch  pipe  was  continued  to  a  depth  of  400  feet 
Well  13 — The  5-inch  pipe  to  330  feet  below  the  surface;    from  330  feet  to  404 

feet  a  3-inch  pipe  was  used;    the  remainder  was  drilled  without 

casing  off  the  bore 

Well  21 — The  5-inch  pipe  was  sunk  398.75  feet  and  the  remainder  was  drilled 


Co.sT  OF  Water  from  Drivfn-W'fli.  St.\tions 

The  cost  of  the  .suppK-  from  (h-iven-well  .stations  is  depeiul- 
ent  iij:>on  tlie  fixed  charoe.s  on  the  cost  of  conslruction,  the 
amount  of  the  su])pl\'  that  can  he  ol^tained  from  a  sinj^ie  sta- 
tion, and  tile  cost  of  0]:)eration.  With  present  methods  of 
development,  a  su])])lv  of  at  least  four  million  iL^allinis  daily 
should  he  ohtained  from  each  driven-well  station.  i'he  cost 
of  such  a  supply  may  be  estimated  as  follows : 


Cost  of  construction 

Land,  including  grading   $25,000 

Wells,  including  suction  mains   10.000 

Engine  and  boiler  house   15,000 

Pumps,  boilers  and  appurtenances   8,000 


Total   $58,000 

Land  and  water  damages   .")0,(tOO 

'r.t.ii  $108,000 

Annu.'il  f  h.-irk't's 

Interest.  4  per  cent,  on  »1().S.00()   $1,320 

Taxes,  1  percent,  on  $25.000   250 

Sinking  fund  on  bonds,  0.SS7  per  cent,  on  $108,000   958 

Extra'jfflinarv  repairs  and  depreciation   863 

Operation  and  maintcnanro   11,479 


Total    $17  920 

(-ost  per  million  gallons   ..  $12.27 


BROOKLYN  SUPPLY 


285 


As  compared  with  this  cost,  it  may  be  noted  that  the  cost 
of  the  supply  from  the  driven-well  stations  on  the  old  water- 
shed during  1906,  exclusive  of  land  and  water  damages,  was 
$28.92  per  million  gallons.  The  greater  cost  is  due  to  the 
high  first  cost  of  existing  plants  and  the  comparatively  low 
yield. 

IXFILTRATIOX  GALLERIES 

(See  Sheets  52  and  55,  Aces.  L  J  185  and  L  J  197) 

The  unsatisfactory  results  and  the  large  depreciation  and 
repairs  on  the  driven-well  systems  of  the  Ridgewood  works 
led  to  the  development  of  the  subsurface  supply  by  means  of 
the  infiltration  gallery  system.  Contracts  have  been  made  for 
two  infiltration  galleries  of  similar  design,  with  central  pump- 
ing-stations,  the  first  system,  the  Wantagh  gallery,  12,600  feet 
long,  at  Bellmore  and  Wantagh,  and  the  second,  the  Massa- 
pequa  gallery,  about  18,200  feet  in  length,  between  Seaford 
and  Amityville.  Because  of  the  greater  length  and  yield  of 
the  IMassapequa  gallery,  larger  pipes  than  those  of  the  \\'an- 
tagh  gallery  have  been  laid  to  conduct  the  water  to  the  cen- 
tral well  and  pumping-station. 

The  galleries  have  been  constructed  in  a  sheeted  trench, 
excavated  from  10  to  15  feet  below  the  normal  ground-water 
level.  In  this  the  vitrified  tile  sewer-pipe  is  laid  on  a  bed  of 
gravel,  leaving  the  joints  of  the  pipe  open  and  then  surround- 
ing them  with  coarse  gravel.  A  layer  of  fine  gravel  is  placed 
over  the  coarse  surrounding  the  pipes,  and  the  trench  is  refilled 
with  sand.  The  lower  line  of  sheeting  is  usually  left  in  place. 
These  pij)cs  are  laid  in  Ix^th  directions  from  the  central  ])ump- 
well  and  api^roximately  at  right  angles  to  the  direction  of  the 
underground  flow.  The  gradient  of  the  gallery  towards  the 
central  well  is  sufiicicnt  to  carry  about  double  the  estimated 
normal  yield  of  the  gallery.  To  facilitate  construction,  and 
also  to  collect  any  sand  which  may  enter  the  gallery,  manholes 
with  sumps  or  sand  catchers  are  placed  about  every  250  feet. 
The  galleries  were  designed  to  carry  two  million  gallons  daily 
per  thousand  linear  feet,  although  the  estimated  yield  during  pe- 
riods of  normal  rainfall  was  only  one  million  gallons  daily.  The 
water  was  pumped  from  the  central  well  bv  means  of  centri- 
fugal pumps. 


284 


APPEXDIX  4 


Plan  and  profiles,  with  details  of  construction  of  the  Wan- 
tagh  and  Alassapequa  galleries,  are  shown  on  Sheet  52,  Acc. 
L  J  185.  Cast-iron  pipe  was  laid  in  a  portion  of  the  Wantagh 
gallery,  within  the  village  of  Wantagh,  where  the  gallery  was 
under  a  public  street.  The  cast-iron  pipe  was  laid  with  prac- 
tically water-tight  joints  so  as  to  prevent  any  possible  contami- 
nation of  the  supply  from  future  sewerage  systems. 

In  designing  these  infiltration  galleries,  thev  were  planned 
on  the  ])asis  that  construction  would  l^e  carried  on  in  both  di- 
rections from  the  central  well,  the  pumps  at  the  central  well 
station  keeping  the  water-level  down,  thus  reducing  the  cost 
of  excavation  of  the  trench  and  laying  of  the  pipe.  I'pon  the 
completion  of  one  or  two  sections  of  the  gallery,  a  bulkhead 
was  to  be  placed  in  the  end  manhole  and  the  w^ater  from  the 
gallery  allowed  to  flow  to  the  central  well.  The  A\'antagh  gal- 
lery was  constructed  in  accordance  with  this  general  plan. 
The  Alassapequa  gallery  was  started  from  several  points,  but 
the  contractor  abandoned  this  method  owing  to  the  relatively 
high  cost  of  handling  the  water,  and  has  continued  the  work 
from  onlv  those  points  where  a  central  station  could  remove 
the  water  from  the  trench.  Owing  to  the  necessity  for  an 
additional  suppl}',  two  temporary  central  stations  have  l^een 
established  on  the  Massapequa  gallery  in  additic^i  to  the  sta- 
tion provided  for  in  the  contract. 

The  W^antagh  gallery  was  commenced  in  1903,  but  very 
little  work  was  done  prior  to  the  s])ring  of  1905,  owing  to 
delay  in  acquiring  the  necessary  right-of-way.  The  gallery 
was  completed  in  the  fall  of  1006.  requiring  practically  two 
working  seasons  after  the  contractor's  ])kun  liad  l)een 
assembled.  The  rate  of  progress  on  this  gallery,  during  the 
working  season,  was  109  feet  per  week  for  the  west  branch, 
and  96  feet  for  tlie  east  l)rancli. 

The  contract  for  the  Massapc(|ua  gahery  was  let  in  tlie 
summer  of  1905,  but  practically  no  work  was  done  until  1*H)(). 
It  will  i)robably  re(|uire  abont  three  months'  time  to  eomplete 
this  gallery,  making  the  entire  ])erio(l.  from  the  letting  of  the 
contract  to  the  completion  of  the  same.  nearl\  three  \ears. 
The  rate  of  progress  on  this  gallery  has  been  nineh  less  than 
that  on  the  W  antagh  gallc-ry.  the  average  work  done  i)er  week 
fur  each  gang  being  abont  57  linear  leet. 


BROOKLYN  SUPPLY 


285 


Yield  of  Galleries 

Sheet  55,  Acc.  L  J  197,  shows  the  amount  of  water  pumped 
from  the  \\'antagh  gallery  during  1905,  1906  and  1907.  As 
this  gallery  is  slightly  over  12,000  feet  in  length,  it  will  bc 
seen  that  the  yield  per  thousand  feet  has  averaged  somewhat 
above  one  million  gallons  daily  since  the  gallery  was  com- 
pleted, although  this  rate  would  doubtless  be  reduced  if  op- 
erated continuously. 

The  ^lassapequa  gallery  has  not  been  operated  at  a  suffi- 
ciently uniform  rate  to  enable  deductions  to  be  made  as  to 
what  will  be  the  ultimate  yield  of  the  works,  but  it  can  rea- 
sorably  be  expected  that  the  yield  will  be  proportionately  equal 
to  that  shown  by  the  \\'antagh  gallery,  where  the  pumping 
was  carried  on  for  a  sufficient  period  to  eliminate  the  ordinary 
fluctuations  that  would  be  caused  by  draft  on  the  ground- 
water storage. 

Cost  of  Ixfiltratiox  Galijcriks 

The  following  is  a  summary  of  the  unit  prices  of  the  bids 
received  on  June  16,  1903,  and  July  19,  1905,  respectively,  for 
the  construction  of  the  Wantagh  and  Massapcqua  galleries: 


WAXTAGH  ixfiltratiox  GALLERY 


Estimated 

J.  J.  CUSHMAN,  CoNT. 

Item 

Amount 

X.  Y. 

Jewell 

Filt.  Co. 

Earth  

.  .  .  .      700  cubic  yards 

$0.00 

$2.00 

250  " 

8.00 

10.00 

1 

3500.00 

3500  00 

.  ,  1 

.'iOOO.OO 

3000.00 

1 

SOOO.OO 

10,000.00 

1 50  feet 

Lj.OO 

12.00 

.    ,  ,       150  " 

17.00 

12.00 

1 

30f)0.00 

2000.00 

13.00 

9.00 

33  

1070  " 

12.00 

9.00 

30  

,    ,       2700  " 

10. 5f) 

8.00 

27  

1070  " 

0.50 

6.50 

24  

HiOO  " 

8.00 

5.00 

20  

,    .       1000  " 

7.00 

4.00 

30    "     cast-iron  flanged  pipe  

1800  " 

15.00 

12.50 

10  Mft.B.M. 

30.00 

25.00 

3.00 

1.00 

Sump  boxes  

40 

00.00 

100.00 

30-inch  foot  valves  

2 

303.00 

500.00 

Total  bid  

$163,951.00 

$130,285.00 

286 


APPENDIX  4 


MASSAPEQUA  IXFILTRATIOX  GALLERY 


Item 


Amount 


Borough 
^L  J.  Dady  Construc- 
tion Co. 


Engine  and  boiler-house   1  SIO.000.00  S9.600.00 

Coal-shed   1  7.500.00  (i. 000. 00 

Engines   3  20,000.00  17.500.00 

Boilers   3  12,000.00  (l. 000. 00 

Steam  fitting   5,000.00  1,700.00 

36-inch  suction  pipe   75  feet  30.00  14.00 

48    '•    delivery  pipe   750    "  30.00  18.40 

Pump- well   1  10,000.00  5,970.00 

36-inch  vitrified  pipe   8100  feet  10.00  14.00 

33 single   1600    "  10.00  14.00 

33 double   4300    "  18.00  23.63 

30 single   1600    "  10.00  12.58 

27    550    "  10.00  12.24 

24    1100    "  10.00  10.56 

20 '    1100    "  10.00  9.85 

Sump  bo.xes   52  150.00  100.00 

••     double   17  200.00  150.00 

36-inch  foot  valves   2  1,000.00  800.00 

Wagon  road,  including  bridge   1  5,000.00  750.00 

Brick  masonry   20  cubic  vards  20.00  15.00 

Hemlock   lOMft.B.M.  40.00  25.00 

E.xtra  gravel   1000  cubic  vards  0.50  1.50 

"     concrete   100     "        "  10.00  10.00 

"     earth   100     "        "  2.00  2.00 

Total  bid   $327,850.00  $361,690.00 


The  difificulty  of  con.struction  \va.s  undercstiniated  when 
the  bids  were  made  for  tlie  Waiitagh  ^allcrv,  and  the  co.st  of 
thi.s  gallerv  is  .said  to  have  been  materially  in  excess  of  the 
contract  price.  Even  the  ])rices  for  the  Massapeciua  gallery 
were  probably  too  low  to  allow  the  contractor  a  fair  profit, 
under  the  present  .system  of  construction. 

Assuming  the  yield  from  the  galleries  to  be  one  million 
gallons  (l;iil\-  per  thousand  feet,  the  cost  for  couslruction  ])er 
milliim  gallons  daily,  based  on  bid  prices,  would  be  as  follows: 


W'antagh  gallery   $10,300 

Massape(iua  gallery    17.800 


The  cost  of  a  driven-well  plant  like  those  of  the  Ridgewood 
system,  with  a  >iiiiilar  ty])e  of  building  for  the  ])unii)ing-sta- 
tion.  would  be  about  SS,3()()  i)er  million  g;illon>  ])er  da\ .  as- 
suming a  \iel(l  of  four  million  gallons  dail\.  The  co^t  per 
million  gallon>  for  cousiruction  of  ihe  galler\  i>,  theretore. 
about  doublu  thai  fur  a  dri\en-well  system,  on  the  basis  of 
the  Ma«.>ape(|ua  ])rices.  The  rate  of  construction  of  the  gal- 
leries, if  carried  on  economicall\ ,  i>  moreover  exceedingly 
slow. 


BROOKLYX  SUPPLY 


287 


Cost  of  \\'ater  from  Galleries 

The  cost  of  water  obtained  from  the  ^Massapeqiia  gallery, 
assuming  that  the  total  land  and  water  damages  would  amount 
to  SI 50,000,  would  be  as  follows: 


COXSTRLXTIOX  CoST 


Land    $150,000 

Fencing    20,000 

Grading    20,000 

Land  and  water  damages   L^0,000 

Galleries    335,000 

Pump  and  boiler-house  and  coal-shed   20,000 

Equipment  and  pumping   45,000 


Total   $740,000 


In  the  above  estimate  a  rather  liberal  allowance  has  been 
made  for  engineering  contingencies  in  each  of  the  estimates. 
In  the  cost  of  the  gallery,  allowance  has  been  made  for  addi- 
tional cost  due  to  leaving  the  sheeting  in  i)lace. 

AXXUAL  OPERATIXG  EXPEXSES 


FIXED  CHARGES 

Interest  4  per  cent,  on  $740,000   $29,r500 

Sinking  fund  0.887  per  cent,  on  $740.000   fi..5«4 

Taxes  1  per  cent,  on  $170.000     L700 

Total     $37,864 

OPER.\TING,  INCLUDI.NG  REP.\IRS  AND  MAINTENANCE 

Salaries   $11,180 

Supplies  and  minor  repairs   I..i00 

Coal   O.022 

Total..    $17,70t 

E.XTRAORDINARY  REPAIRS  AND  DEPRECIATION 

Buildings  and  fence  .33^  per  cent,  on  $40.000   $1,400 

Equipment  33^  per  cent,  on  $4.5,000   1..57.5 

Gallery  1 3^  per  cent,  on  $33.5,000   5.025 

Total     $8,000 

Total  annual  expenses.  .  .    $63,566 

The  total  cost  of  water  per  million  gallons,  assuming  that  the  Massapequa 

6  3.. 56  6 

gallery  will  furnish  on  an  average  17.2  million  gallons  dailv  =   —  $10.12 

0,279 


288 


APPEXDIX  4 


This  cost  of  water  per  million  gallons  is  evidently  much 
lower  than  the  average  cost  of  water  obtained  from  the  driven- 
well  stations  on  the  watershed. 

ixfluexce  of  collecting  w'orks  ox  underground  and 
Surface-Water  Levels 

Sheets  53,  54  and  57,  Aces.  L  J  196.  L  J  223  and  L  J  225, 
show  the  effect  of  the  operation  of  the  infiltration  galleries 
and  wells  at  Wantagh  and  at  Massapequa  on  the  levels  of  the 
surface  and  ground-waters.  (See  also  Sheet  151,  Acc.  L  644). 

It  will  be  seen  that  there  is  a  decided  depression  of  the 
water-table  in  the  immediate  vicinity  of  the  wells  and  gal- 
leries, and  that  the  amount  of  this  lowering  decreases  rapidly 
as  the  distance  increases  south  or  north  of  the  collecting  works. 
The  lowering  of  the  water-table  near  the  infiltration  galleries 
results  in  the  drying  up  of  the  ponds  and  the  small  streams 
south  of  the  galleries,  and  in  a  reduced  fiow  of  the  larger 
streams  that  enter  the  brick  conduit  as  a  part  of  the  surface 
supply. 

Amount  of  Gr()Und-\\'ater  Storage 

The  numljcr  of  ol)servations  of  the  ground-water  surface 
about  the  works  of  the  Ridgewood  system  is  not  sufficient  to 
compute  accurately  the  amount  of  steerage  that  these  ground 
works  are  aide  to  draw,  but  a  rough  apin'oximation  ma\-  ])e 
made  at  several  stations. 

Sheet  56,  Acc.  LJ  1^)3  shows  the  depth  of  pum])ing  at  the 
dri\'cn-well  stations,  lielow  the  normal  ground-water  suriace, 
corresponding  to  the  total  dail\-  yield  of  the  stations,  corrected 
roughlv  for  storage  draft.  The-e  depths  were  measured  in 
test-wells  driven  close  to  tlic  service  wells.  l-'xce])t  in  two  in- 
stances, these  curves  have  a  point  of  inllection  l)e\ou(l  which 
anv  further  lowering  of  tlie  water-table  does  not  xield  a  cor- 
resj)on(ling  volume  of  water.  'I'his  critical  depth  is  lonnd  trom 
8  to  12  feet  below  the  normal  surface  of  the  gr( tnnd-waler 
and  doubtless  corresponds  to  the  depression  at  which  the  finer 
strata  in  the  gathering  ground  seriously  interfere  with  llie  Inr- 
thcr  extension  of  ibe  cone  of  depression.  .\  station  like 
Jameco  (dee])  wells)  which  draws  upon  beds  of  coarse  gravels 
extending  back  into  the  watershed,  has  not  this  limitation  on 
the  extent  ^f  gathering  ground  and  the  curve  on  this  diagram 
is  \er\'  nearK   a  sti-;iig]it  line. 


BROOKLYX  SUPPLY 


289 


The  observations  at  the  Clear  Stream  driven-well  station 
in  1906  (See  Sheet  57,  Acc.  LJ  225)  show  that  in  about  100 
days  of  pumping,  from  April  23  to  August  6,  the  ground- 
water surface  was  depressed  for  about  one  mile  north  of  the 
works.  During  this  time,  223.6  million  gallons  of  water  were 
pumped,  at  an  average  rate,  when  pumping,  of  3.1  million  gal- 
lons daily.  Rough  estimates  show  that  about  80  million  gal- 
lons of  storage  were  drawn,  assuming  the  somewhat  fine  ma- 
terial there  would  yield  20  per  cent,  of  their  volume  in  this 
time. 

The  ground-water  surface  at  the  station  was  lowered  13 
feet,  which  represents  about  the  maximum  lowering  that  is 
possible,  with  the  equipment  there.  If  pumping  were  contin- 
ued, therefore,  the  amount  of  storage  in  the  following  three 
months  would  not  be  as  much  as  that  from  April  23  to  August 
6.  Of  the  volume  of  water  pumped  during  this  period  some- 
thing over  one-third  was  storage.  If  the  plant  had  been  op- 
erated continuously  until  April,  1907,  it  is  very  likely  that  the 
storage  draft  would  not  have  been  over  one-tenth  of  the  total 
pumpage.  If  100  million  gallons  of  storage  could  be  drawn 
at  this  station,  it  would  correspond  to  something  like  25  mil- 
lion gallons  per  square  mile  on  the  catchment  area. 

The  influence  of  pumi)ing  at  the  W'antagh  infiltration  gal- 
lery from  December,  1905,  to  December,  1906,  is  shown  on 
Sheet  57,  Acc.  LJ  225,  to  have  extended  some  distance  inland, 
but  the  amount  oi  depression  was  not  api)recia1)le  nuich  over 
a  mile  north  of  the  works,  and  not  enough  at  a  distance  of  ]/> 
mile  to  be  noticeable  to  an  unskilled  observer.  The  average 
yield  of  the  gallery  during  this  year  of  operation,  shown  on 
Sheet  55,  Acc.  IJ  197,  was  one  million  gallons  per  day  per 
1000  feet  of  gallery,  and  the  storage  drawn  per  1000  feet  of 
gallery,  supposing  20  per  cent,  of  the  saturated  strata  were 
drained  out,  is  estimated  at  24  million  gallons,  which  corrc- 
sponcls  roughly  to  14  million  gallons  per  square  mile  of  tribu- 
tary watershed  of  1.7  square  miles.  This  storage  is  evidently 
less  than  seven  ])er  cent,  of  the  average  yield  during  the  year. 
The  lowering  of  water  at  the  gallery  during  the  year  was 
about  nine  feet. 

The  amount  of  ground-water  storage  that  the  Ridgcwood 
works  can  furnish  may  be  roughly  estimated  at  20  million 
gallons  per  square  mile,  and  does  not  greatly  affect  the  rate 
of  draft  from  the  watershed.    With  the  9.4  million  gallons 


290 


APPEXDIX  4 


per  square  mile  of  storage  in  surface  storage,  the  total  storage 
does  not  exceed  30  million  gallons  per  square  mile. 

TRAXSPORTATIOX  WORKS 

The  transportation  works  comprise  the  combined  gravity 
and  pumping  system  by  which  the  waters  collected  in  the 
watershed  are  conveyed  to  New  York  City. 

Conduits 

The  waters  gathered  cast  of  the  Milll)urn  pumping-station 
are  delivered  through  a  Ijrick  conduit  having  a  grade  of  1  in 
10,000.  At  its  easterly  end,  at  ^lassapequa,  this  conduit,  the 
"  new  brick  conduit."  so  called,  has  a  horse-shoe  section.  5  feet 
11  inches  high  and  7  feet  4  inches  wide  and  has  a  capacity  oi 
40  million  gallons  daily.  The  size  increases  at  each  supply 
pond,  and  at  its  downstream  or  westerly  end  at  Millburn  pump- 
ing-station the  section  is  6  feet  1 1  inches  liigh  l)y  9  feet  4  inches 
wide  and  has  a  capacity  of  60  million  gallons  daily. 

h'rom  the  ]ylillburn  station  the  water  delivered  b\'  tliis  l)rick 
conduit  is  pum])ed  through  three  48-inch  cast-iron  pipe-lines. 
One  of  these  goes  to  the  eftkix  gate-house  of  the  Milll)urn  re>- 
ervoir,  where  it  is  reduced  to  a  36-inch  cast-iron  i)ipe,  wliicli 
continues  to  the  old  l)rick  conduit  at  Smillis  pond.  The  other 
two  48-inch  lines  extend  directly  to  the  Ridgewood  ])umping- 
station.  the  northerl}-  line  l)eing  reinforced  an  additional 
48-inch  main  between  Spring  creek  and  Ridgewood. 

The  original  brick  conduit  in  tlie  old  waterslied  trans])orts 
tlie  surface  and  ground-waters  collected  from  llempstcad  pond 
to  Ridgewood  ])nm])ing-station.  It  has  a  horse-shoe  -eclion  () 
feet  4  inches  by  8  iVt't  2  inches  at  llempstcad  i);ind.  and  in- 
creases to  8  \vv[  8  inches  b\-  10  feet  at  Ridgewood.  The  capacity 
of  this  conduit,  the  invert  of  which  ha^  a  grade  of  1  in  10,41 1.  is 
40  million  gallons  dailv  at  its  easterly  end  and  7?  million  gal- 
lon>  <lail\-  at  the  down-stream  end  at  Ridgewood  pnm])ing-sta- 
tion.  liraiieh  conduits  of  brick  masonry  conned  this  main 
aqueduct  with  the  \-arions  >up])ly  ponds. 

.\  72-inch  steel-pipe  line,  designed  to  be  opei-aled  under 
the  full  distribution  pressure.',  has  been  laid  froui  a  point  alout 
3000  feet  west  of  thi-  Ridgc'wood  statinn  to  the  Clear  Stream 
j)umping-stati<  »n.  .\  48-inch  main  connects  this  72  inch  line 
with  the  Ridgi'wo  m1  pumping-station  and  a  20-incb  branch  line 
has  bt'cn  lai<l  to  the  \\-w  Rots  station. 


BROOKLYN  SUPPLY 


291 


The  Water  Department  proposes  to  extend  the  72-inch  steel 
pipe,  full  size,  to  the  Suffolk  County  line.  It  is  proposed  to 
utilize  this  line  to  convey  the  water  from  the  infiltration  gal- 
leries and  other  sources  in  the  new  watershed,  and  it  is  planned 
that  pumps  would  be  installed  at  Massapequa  and  Wantagh 
to  deliver  the  water  directly  through  this  conduit  into  the  dis- 
tribution system.  The  extension  of  this  72-inch  line  to  2\Iassa- 
pequa  would  relieve  both  the  old  and  new  brick  conduits  of 
approximately  30  to  50  million  gallons  daily. 

The  capacities  of  the  main  conduits  and  their  relation  to 
the  available  supply  are  shown  in  the  mass  curves  on  Sheet 
2,  Acc.  LJ  147. 

Pumpixg-Statioxs 

On  account  of  the  low  elevation  at  which  the  water-supply 
from  the  Ridgewood  system  is  collected,  it  is  necessary  at  the 
westerly  end  of  the  conduit  lines  at  the  Ridgewood  station  to 
j)ump  the  entire  supply  to  the  elevation  of  the  distributing- 
reservoir. 

About  90  per  cent,  of  the  whole  supply  is  raised  at  the 
Ridgewood  pum])ing-station  to  the  level  of  the  Ridgewood 
reservoir  on  the  hill  north  of  the  station;  the  remaining  10 
per  cent,  is  ])um])ed  to  the  level  of  Mt.  Prospect  res- 
ervoir, which  is  at  a  liighcr  elevation  on  the  hills  a1)OUt 
five  miles  west  of  the  station.  A  portion  of  the  Pidgewood 
Reservoir  supply  is  again  raised  at  the  Alt.  Prospect  pumping- 
station,  near  the  reservoir  of  the  same  name,  into  the  Mt.  Pros- 
pect tower,  which  serves  a  district  still  higher  than  that  sup- 
])He(l  1)\  tile  reservoir.  The  Alt.  l^rospect  pumping-station  is 
also  equipped  to  deliver  water  into  the  Mt.  Pros])ect  reservoir, 
but  tlie  greater  j)art  of  tlie  water  for  this  reservoir  is  ])um])ed 
directly  from  the  Ridgewood  station. 

A  ])ortion  of  the  Ridgewood  supj)ly  is  even  lifted  once  or 
twice  in  the  watershed  before  it  reaches  Ridgewood.  The  en- 
tire supply  from  the  new  watershed  is  pumped  at  the  Milll)urn 
pumping-station  ;  all  the  ground-waters  of  both  watersheds  are 
jnimped  into  the  conduits  and  the  surface-waters  of  Baiseleys, 
Springfield,  Watts  and  Smiths  ponds,  and  the  flow  of  Simon- 
sons  stream  in  the  old  watershed  are  i)umped  into  the  old  brick 
conduit.  Tlie  remainder  of  the  surface  supplies  enter  the  brick 
conduits  by  gravity. 


292 


APPEXDIX  4 


M ILLB TRX  rU M PI XG-STATIOX 

At  the  ^Nlillburn  station  the  water  is  raised  about  50  feet, 
thus  giving  the  necessary  pressure  to  dehver  the  required  sup- 
ply at  the  Ridgewood  station  either  through  the  two  cast-iron 
conduits  or  through  the  pipe-Hne  between  this  station  and  the 
old  brick  conduit  at  Smiths  pond,  which  is  seven  feet  higher 
than  the  new  brick  conduit  at  ]\Iillburn  pumping-station.  The 
engine  equipment  consists  of  five  pumps,  each  of  10  million  gal- 
lons daily  capacity,  and  two  pumps  each  of  12^  million  gal- 
lons daily  capacity.  The  first  five  pumps  are  designed  for  a 
maxinuini  i)ressure  of  approximately  16  pounds  per  square 
inch,  while  the  larger  pumps  are  designed  to  work  against  a 
head  of  25  pounds  per  square  inch. 

As  the  pump?  at  this  station  can  deliver  20  per  cent,  more 
than  their  rated  capacity,  or  about  90  million  gallons  daily,  the 
safe  pumping  capacit}-  of  the  station  is  about  75  million  gallons 
daily.  This  is  in  excess  of  the  capacity  of  the  brick  conduit 
feeding  the  station,  which  is  only  60  million  gallons  daily. 
Under  the  present  plans  of  the  department,  there  will  be  no 
necessity  for  additional  })umping  capacit\-  at  this  station,  as 
the  increase  in  the  supply  from  W'antagh  and  Massape(iua 
galleries  will  be  jnnnped  through  the  72-inch  steel-pipe  line 
against  the  distrilnition  ])ressure,  and  thus  reduce  the  amount 
of  water  delivered  at  the  Milll)urn  station. 

R I  ix;  i:  w  ( )0 1 )  p  L-  M  P 1  X  c.  -  ST  A  T I  o  X 

The  station  at  Ridgewood  is  the  main  i)umi)ing-station  of 
the  system.  The  station  is  divided  into  two  plants ;  one  on  the 
north  side  of  Atlantic  avenue  is  known  as  the  "  Ridgewood 
(  )1(1  pumping-station."  and  the  other  on  the  south  side  is  called 
the  "Ridgewood  Xew  ])umping-station."  Tlie  nortl'.erly  plant 
was  constrncted  at  the  time  the  first  works  were  built;  the 
southerlv  j)lant  formed  a  part  of  the  extension  of  the  works 
into  the  new  watershed,  and  was  built  in  IS^H).  The  north 
side  station  is  at  present  being  remodeled,  and  one  of  the 
pumps,  which  was  installed  in  lSr)7,  is  to  be  taken  out  and  lour 
new  i)umps  erected. 

The  present  and  future  e(iuii)uient  of  the  Ritlgew(!od  i)unii)- 
ing-station  is  as  follows: 


BROOKLYX  SUPPLY 


293 


Capacity  in 
Million 
Gallons  Daily 


XoRTH  Side  Station 

Present  Equipment 

1  Davidson  pump    15 

3  Worthington  pumps,  each  20  million  gallons  daily.  60 
1  Hubbard  and  W'hittaker   15 


Total    90 

Equipment  after  Remodeling 

1  Davidson  pump    15 

3  Worthington  pumps,  each  20  million  gallons  daily.  60 

2  Davis  and  Farnum  pumps,  each  23  million  gal- 
lons daily    46 

2  Davis  and  I'arnum  pumps,  each  15  million  gal- 
lons dailv    30 


Total    151 

South  Side  Station 

Present  Equipment 

5  W^orthington  pumps,  each  10  million  gallons  daily.  50 
1  Lawrence  centrifugal    *20 


Total    70 


♦Capacity  provided  in  contract.    Pump  not  yet  accepted 

As  the  work  of  remodeling  the  Xorth  Side  station  is  all 
under  contract,  the  new  equipment  should  be  available  in 
1909.  The  proposed  method  of  operating  the  station,  and  the 
available  safe  capacity  after  the  remodeling  is  completed,  is 
as  follows : 

The  Xorth  Side  station  is  designed  to  pump  against  the 
Mt.  Prospect  Tower  service  at  an  elevation  of  about  280 
feet,  the  Mt.  Prospect  Reservoir  service  at  an  elevation  of 
about  210  feet,  and  the  Ridgewood  service  at  an  elevation 
of  about  180  feet.    The  elevations  given  include  the  normal 


294 


APPEXDIX  4 


friction  losses  in  the  force  mains  between  the  pumps  and  the 
reservoirs. 

The  two  new  IS-milHon-gallon  pumps  are  designed  to 
pump  into  the  ]\It.  Prospect  tower.  This  service  requires  at 
present  about  seven  milhon  gallons  daily,  but  the  consumption 
is  rapidly  increasing-.  Owing  to  the  small  storage  capacity  of 
the  tower,  119,000  gallons,  it  is  necessarv  to  have  pumping 
capacity  sufficient  to  meet  the  hourly  fluctuations  in  the  con- 
sumption. One  of  the  pumps  would  be  kept  in  constant  serv- 
ice, and  the  other  pump  maintained  as  a  reserve. 

For  the  Alt.  Prospect  Reservoir  service,  there  is  available 
at  present  the  Davidson  pump,  the  consumption  on  this  service 
being  about  10  million  gallons  daily.  The  two  new  2vV  million- 
gallon  pumps  are  designed  to  be  used  either  for  this  service 
or  for  the  Ridgewood  Reservoir  service.  To  safely  and  eco- 
nomicalK-  maintain  the  Mt.  F'rospcct  Reservoir  service,  one  of 
the  23-million-gallon  pumps  should  be  used  and  the  Dax  id- 
son  pump  held  in  reserve. 

For  the  Ridgewood  Reservoir  service,  tlicre  would  be 
available  the  three  20-million-gallon  \\^orthington  ])umps  and 
one  of  the  new  23-million-gallon  Davis  and  Farnum  ]:)umps, 
althougli  there  would  not  then  Ijc  any  reserve  ])um])  for  this 
service. 

On  the  above  basis,  the  available  safe  capacity  of  the  Xortli 
Side  station  would  be  as  follows : 


]\lt.  Prospect  Tower  service   15  million  gallons  daily 

.Mt.  I'rospect  Reservoir  service....  15 
Ridgew();)d  Reservoir  ser\ice   ("^o 


Total    113 


The  South  Side  station  is  designed  to  pump  against  the 
Ridgewood  Reservoir  head.  Tlu-  live  \\'( irlhington  ])uni])s  are 
from  15  to  17  years  old  and  arc  not  >lrong  machines.  l)eing 
fre(|uentl>'  in  need  of  repairs.  The  JO-milbon-gallon  cen- 
trifugal i)unip  i^  a  new  niaehine,  and  il  sliDiild  be  p  t^^sible  !<-) 
o])erate  il  almost  continuously.  It  wtmld  not  be  safe,  how- 
ever, to  e-tiniate  the  capacil\'  of  this  .st;ition  al)o\e  50  million 
gallons  dail\ . 


BROOKLYX  SUPPLY  295 

The  total  safe  capacity  of  the  two  stations  would  be  as 
follows : 


Xorth  Side  station   113  million  gallons  daily 

South  Side  station   50      *'  "  " 


Total    163 


To  obtain  the  above  capacity,  it  would  be  necessary  to  allow 
the  surplus  water  delivered  by  the  Alt.  Prospect  Tower  and 
Reservoir  pumps  to  discharge  into  the  Ridgewood  system. 
Under  normal  economical  operation,  the  capacity  of  the  Ridge- 
wood station  would  be  about  155  million  gallons  daily. 

The  total  capacity  of  the  conduits  feeding  the  Ridgewood 
station  is  now  125  million  gallons  daily,  exclusive  of  the 
48-inch  pipe  from  the  end  of  the  72-inch  steel  pipe.  The  safe 
pumping  capacity  at  this  station,  after  remodeling,  will  there- 
fore be  30  million  gallons  daily  in  excess  of  the  conduit  ca- 
pacity. 

MT.  PROSPECT  PUMPIXG-STATIOX 

This  station  has  two  pumps  of  a  total  cai:)acity  of  nine  mil- 
lion gallons  daily  for  the  Reservoir  service,  and  three  pumps 
of  a  total  capacity  of  13  million  gallons  daily  for  the  Tower 
service.  These  pumps  draw  their  sujoply  from  the  distribution 
mains  of  the  Ridgewood  Reservoir  service,  and  may  be  aban- 
doned when  the  new  pumjxs  are  completed  at  Ridgewood  and 
the  necessary  additional  force  mains  are  installed. 

Tlie  plans  of  the  Department  of  Water  Su])ply  include  new 
pumping-plants  for  the  Massapeqiia  and  W'antagh  infiltration 
gallery  stations,  in  connection  with  the  proj^osed  extension 
of  the  72-inch  pipe-line.  These  plants  would  consist  of  high- 
dutv  [nunps  with  a  coiubined  capacity  of  50  million  gallons 
daily,  capable  of  delivering  the  water  into  the  distribution  sys- 
tem against  the  head  of  the  Ridgewood  Reservoir  service. 

The  combined  safe  puiuping  capacities  of  the  Ridgew^ood 
puiuping-station  and  the  two  new  stations  proposed  at  Wan- 
tagh  anrl  Massapequa,  when  these  stations  are  completed  in 
accordance  with  the  plans  of  the  Department  of  Water  Sup- 
ply, would  be  205  million  gallons  daily,  which  is  greater  than 
the  total  yield  of  the  entire  system  when  completely  de- 
veloped. 


296 


APPEXDIX  4 


DISTRIBUTION  SYSTEM! 
Reservoirs 

The  distribution  system  of  the  Brooklyn  municipal  supply 
is  divided  into  three  levels.  The  highest  is  that  of  the  'Sit 
Prospect  tower  or  stand-pipe,  the  flow  line  of  which  is  at  an 
elevation  of  280  feet;  the  intermediate  service  is  supplied  from 
the  level  of  the  Mt.  Prospect  reservoir,  which  has  a  normal 
high-water  line  of  200  feet;  the  low  level,  wdiich  includes  85 
per  cent,  of  the  supply,  is  fed  from  the  Ridgewood  reservoir, 
which  has  a  high-water  line  at  an  elevation  of  172  feet.  These 
elevations  refer  to  the  datum  of  the  Board  of  Water  Supply. 

The  Ridgewood  reservoir  is  divided  into  three  independent 
basins,  and  is  provided  with  a  60-inch  steel  by-pass  pipe 
through  which  the  water  can  pass  from  the  force  mains  around 
the  reservoir  directly  into  the  efflux  pipes.  The  Mt.  Prospect 
reservoir  and  the  three  Ridgewood  basins  are  uncovered,  and 
are  constructed  with  earth  embankments  lined  with  clay  puddle 
and  with  the  side  slopes  protected  by  masonry. 

The  following  table  gives  elevations,  areas  and  caj^acities 
of  the  stand-pipe  and  the  reservoirs : 


Elevation  in  Feet  on         Area  at  Capacity 
B.  W.  S.  Datum  Normal  at  Normal 

 .     High-  High- 

Reskrvoiks  Normal  Water  Water 

High         Top  of  Line  Line 

Water         Bank        Bottom       Acres  Million 

Gallons 


Mt.  Prospect  stand-pipe.  .  .  .  2S0.(J 

reservoir   200. .'i 

Rld^rewood  Reservoir  basin,  1  171.9 

2  171. () 

3  172.(5 

Total  


2S1.1 

2{).').7 

Ki-fcct 

diameter 

0. 12 

204..-) 

180.0 

3. .31 

19.2 

17r).7 

151.9 

U.S.-) 

7i.r) 

17.^).  7 

If)  1.9 

i;}.7;{ 

S.3.0 

17r).() 

1.12.() 

24.19 

HO.-) 

323.3 

.\  small  reser\'()ir  was  (»riginall\-  ci )nslrucU'(l  in  coniu'ction 
with  tlie  Xew  Lots  s\'sk'ni.  bnl  tlii^  rc-scrxoir  wa-^  a1)an(lone'l 
in  \Wk 

I  )ls  TRi  iirii  xc,  .Mains 

'IIk-  main  fee(k'rs  from  1\ idgcwood  reservoir  consist  of 
48-incli  and  .^f)  incli  mains.  TIuti-  arc  fnnr  4S-inch  mains  and 
tw'd  36-ini  li  mains  which  CMinurt  with  thr  smaller  distribution 
mains.  In  additinn  tlirre  is  (.lu-  4S  iiu-]i  main  laid  directly 
from  the  l\id.i;fw  ( )( »(1  pumping  stat  ii  )n  to  tin-  Mt.  rrnspcrt  res- 


BROOKLYN  SUPPLY 


297 


ervoir.  A  30-inch  and  a  24-inch  branch  main  supphes  the 
Mt.  Prospect  pumping-station,  and  a  20  and  a  30-inch  force 
main  leads  from  this  pumping-station  to  the  tower  and  res- 
ervoir, respectively. 

The  standard  thickness  of  the  various  sizes  of  pipe  and 
safe  working  pressure,  based  on  the  Metropolitan  Water  Works 
formula,  are  as  follows : 


Safe  Working 

SizB  OF  Pipe 

Thickness 

Pressure 

Inches 

Inches 

Pounds  per  Square  Inch 

48 

76 

36 

li 

85 

30 

1 

85 

24 

27 
35 

78 

20 

75 

16 

80 

12 

f 

96 

8 

hi 

112 

6 

155 

The  following-  table 

gives  the  length  of 

mains,  number  of 

gates  and  hvdrants  in 

the  distribution 

system  on  December 

31,  1907: 

DISTRIBUTION'  MAINS 

LAID  AND  GATES 

AND 

HYDRANTS  SET, 

UP  TO  DECEMBER  31. 

1907 

DfAMETER 

Mains  Laid 

Gates  Set 

Inches 

Miles 

60 

0.7 

.... 

64 

48 

'28.0 

20 

42 

0.7 

1 

36 

14.0 

42 

30 

l.'i.O 

75 

24 

7.. '5 

69 

20 

.'■)7.fi 

507 

16 

2.").  I 

273 

14 

o.n 

12 

no.. 3 

996 

10 

.3.7 

8 

8 

200.1 

2.816 

6 

388.2 

7,017 

4 

10.5 

101 

Total  

848.8 

11,927 

11. 814 

OTTII-R    r.ROOKT.YN  WORKS 

The  I'^latbush.  lilythebourne  and  German-American  sta- 
tions within  the  limits  of  Brooklyn  borough,  which  are  owned 
anrl  operated  by  private  companies,  draw  their  supply  of 


298 


APPEXDIX  4 


ground-water  from  driven  wells  and  pump  directly  into  the 
distribution  system.  Stand-pipes  and  elevated  tanks  are  used 
to  equalize  the  pressure  in  the  mains  and  rate  of  pumpinj;- 
These  works  have  been  constructed  in  much  the  same  man- 
ner as  the  driven-well  stations  of  the  Ridgewood  system,  and 
merit  no  special  description.  As  the  population  becomes  more 
dense  upon  their  watersheds,  the  supplies  now  furnished  by 
these  stations  must  be  secured  from  other  sources. 

Table  19  gives  all  the  stations  utilized  for  the  supply  of  the 
Borough  of  Brooklyn,  with  date  of  construction,  source  of  sup- 
ply, equipment  and  estimated  amount  of  water  pumped  daily. 

YIELD  ()]<    RIDGEWOOD  SYSTEM  AXD  QUALITY 
OF  SUPPLY 

The  extent  of  development  of  the  Ridgewood  system  is 
shown  in  the  main  report,  pages  55  to  102.  The  yield  of  the 
surface  and  ground-water  collecting  works  arc  given  in  tHe 
main  report,  and  in  Appendix  1,  pages  103  to  133,  in  connection 
with  a  discussion  of  the  safe  yield  of  the  proposed  ground- 
water collecting  works  in  Suffolk  county. 

The  quality  of  the  waters  of  the  Ridgewood  system  is 
presented  in  Appendix  2.  ])ages  134  to  166.  where  a  compari- 
son is  made  with  typical  surface  and  gmund-water  supplies  in 
large  cities  in  this  country  and  abroad. 

COST   OF   Till'    RinGI'W'OOD  SN'STI-M 
CoxsTurcTiox 

To  determine  the  cost  of  ihc  Kidgewood  system,  it  \va<  been 
neces.sary  to  com])ile  the  data  given  in  the  annual  re])orts  of 
the  Water  Department  and  of  the  ComiUroller.  and,  in  addi- 
tion, tlu-  cu>l  well  presented  in  the  Ili^tory  ot"  the  I'.rook- 
Ivn  Water  \\■«irk^.  While  the  co-t  li:is  l)een  ilelermined 

as  accuratelv  a>  the  data  available  would  permit,  there  are 
probably  some  slight  errors,  which,  however,  are  not  large 
enough,  if  thev  exist,  to  materially  affect  the  resulting  cost 
of  the  water. 

Tal)le  20  gives  a  sninmarx  of  the  cost  of  the  works  up  to 
lannar\  1.  1*^)7.  and  the  co>l  of  operation  and  maintenance 
including  inten-M  and  sinking  fund  ^-barges.  In  estimating 
the  cost  of  the  works  deductions  have  hem  made  for  w.irn  out 


299 


>- 


to 


10  10 


to 


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csi  w'<S  ■<i  ^  1^ 


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illl 


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Mr 


300 


APPEXDIX  4 


and  abandoned  equipment.  The  total  cost  has  been  subdivided 
into  works  for  collection,  transportation,  pumping  and  distri- 
bution. The  annual  charges  are  based  on  the  recorded  ex- 
penditures for  operation  and  maintenance  during  1906,  and 
to  this  has  been  added  interest  on  the  total  estimated  cost  to 
date  of  works  at  present  in  use,  and  estimated  extraordi- 
nary repairs  and  depreciation  on  these  works,  based  on  their 
probable  life. 

Annual  Charges 

The  cost  of  the  water  per  million  gallons  supplied  during 
the  year  1906  has  been  estimated  in  Table  21,  on  the  basis  of 
the  annual  charges  given  in  Table  20.  The  cost  of  collection 
has  been  subdivided  into  ground-waters  and  surface-waters. 
The  cost  of  transportation  has  also  been  divided  into  the  cost 
of  transporting  the  water  from  the  new  watershed  to  ^Nlillburn 
pumping-station,  and  then  transporting  this  water  through 
the  pipe-lines  from  the  Millburn  pumping-station  to  the  Mill- 
burn  reservoir  and  Smiths  pond.  It  was  assumed  that  45 
million  gallons  daily  of  the  supply  from  the  new  watershed 
would  go  through  the  two  48-inch  pipes  and  the  pr(^})osed 
72-inch  steel-pipe  line,  and  the  cost  of  transportation  has  been 
based  upon  the  charges  on  the  cost  of  these  lines.  The  cost 
for  transporting  the  remainder  of  the  sup]:)ly  from  the  new 
watershed  through  the  brick  conduit  in  the  old  watershed  is 
based  on  the  charges  on  the  cost  of  this  conduit,  allowing 
for  the  supply  fr(jm  the  new  watershed  a  proportional  part 
of  the  total  volume  of  water  carried  in  this  a(iucduct.  which 
in  1906  amounted  to  58  million  gallons  daily  from  the  old 
watershed  and  14  million  gallons  daily  from  the  new. 

In  determining  the  cost  of  distribution  and  collection  of 
water  rates,  the  entire  supply  furnished  both  by  the  Ridgc- 
wood  system  and  bv  the  drixen-well  stations  outside  of  this 
system,  in  the  borough  limits,  has  been  taken.  The  cost  of 
water  thus  determined  is  n(^t  the  actual  cost  at  the  jirescnt 
time,  as  the  estimates  have  been  made  on  a  basis  similar  to 
that  used  for  the  estimates  of  cost  of  water  from  i)roposed 
works  in  Suffolk  county  and  are,  therefore,  comjiarablc  with 
them. 

To  determine  the  actual  cost  of  water  \n  the  consnmcr. 
the  total  annual  expenditures  made  for  interc>>t  on  bonds  and 
maintenance-  of  works,  inelnding  the  eolletiion  of  the  ri'vcnuc, 
have  been  taken,  from  DOl  to  V^Of).  and  to  the-e  has  been 


TABLE  20 

Cost  oi--  Construction,  Annu 

,  Jharges,  and  Cost  per  Million 

Gallons  for  Brooklyn  System 

Cost  or  COKMR 

Iii.-j  OF  Brooklyn  &Y5Tsm 

Cost  pbr  Million  Gallons 
INIBKEST.  Sinking  Fund.  Extraobd 

NARY 

VaoH 

To 

DURINc'lWO 
CALtONS 

AVBRACB                           RiDCSWOOD  SVSTRM 

AND  Operating  Expbnses 

Supply  im                      „                    Toi^il  Ti 
Million       Collection     Transportation  port.aioi 

j.^  '"Iy"!,".";""-      Srillo^KS  o"l^<£J. 

Collection      Transportation  portaUon^and  a^nd 

Total 

Total 

.. 

$304,300            $63,300  $367,600   

$367,600 

$14  00             82  93 

$17  02 

mi6         »1  748  000        »1  826  000 

'i:?ii:E    'i:5J?:E  1;1 

.joCtoo            184,100  4|8.|00 

25.54 

Through  Ridacwood  pumps 

ll?:"!'     "IJiooo     "jllioSo  u'Si 

solo 

BStribSuoS  ^^^^^^^    : : 

!°      $12,497,660    ''■^■iii 

73:31 

<e,iio 

117.07         M.7at.000      tlO.lM.OOO  «l(.90O 

$931.S00        $1,919,800        81,118,900        $1,067,800  $3,316,100 

$21.83           ,83.6  .28... 

,78.9. 

I 


Cost  of  Construction,  A 


From 
Amityville 

To 


Total 
Amount 
Supplied 
During  1906 
IN  Million 
Gallons 


Cost  of  Co 


Average 

Daily 
Supply  in 
Million 
Gallons 


RiDGEWooD  System 


Collection  Transportation 


Tot 
port 


Millburn   21,594  59.16 

Through  Millburn  pumps   21,594  59.16 

Millburn  reservoir   21,594  59.16 

Ridgewood  pumping-station   42,718  117.03 

Through  Ridgewood  pumps   42.718  117.03 

Distribution  reservoirs   42,718  117.03 

Distribution  system   46,380  127.07 

Water  register   46,380  127.07 

Totals   46.380  127.07 


$1,748,000 
1,748,000 
2,788,000 
6,734,000 
6,734.000 
6,734,000 


$1,225,000 
1,718.000 
1,967,000 
6.258.000 
7,684.000 

10,166,000 


$6,734,000       $10,166,000  $16, 


14p 

16 


I 


Cost  of  Water  per  Million  Gallons  from  Brook 


Quantity 
OF  Water 
Delivered 
IN  1906 
Million 
Gallons 


Collection 
Average  Charges 


Througi 
Brick 
Conduit 


[  Ground-water.  . 
New  watershedi  General  supplies . 

[  Surface  streams  . 


Millburn  pumping-station . 
Millburn  reservoir  


f  Ground-water .  .  . 
Old  watershed'!  General  supplies. 

'  Surface  streams. 


Totals. 


Ridgewood  pumping-station  

Force  mains  and  distribution  reservoirs. 

Distribution  system  

Water  tax  collection  


11,804 
21.594 
9.790 


21.594 
21,594 

14,284 
21.124 
0,840 


42.718 
42.718 
46.380 
46.380 


$17.69 

9^76 


28.92 
24.03 


$14.09 


2.36 


27.33 


$21.83 


$2.93 


3.94 


Grand  totals. 


♦These  charges  are  for  water  from  the  new  watershed  passing  through  the  48-inch  pipes,  built 
**Thi3  charge  is  for  transporting  water  through  the  48-inch  pipe-line  from  Millburn  pumping-s»tic 


I 


302 


APPEXDIX  4 


added  a  sinking  fund  on  outstanding  bonds,  based  on  the 
life  of  the  bonds  with  a  three  per  cent,  rate  of  interest  on 
tlie  accumulation  of  the  sinking  fund.  The  total  expenditures 
have  been  divided  by  the  total  amount  supplied  by  the  lirook- 
lyn  system,  including  the  Borough  stations,  giving  a  resultant 
average  cost  per  million  gallons,  as  shown  in  Tal)le  22 

For  the  l)onds  sold  subsetjuent  to  the  consolidation  of 
Brooklyn  with  Xew  York  City,  it  was  found  impossible  to 
determine  the  exact  date  of  maturity  of  each  issue,  as  the 
Comptroller's  annual  reports  show  only  the  date  of  maturit}' 
of  bonds  issued  for  water-works  purposes  and  do  not  separate 
those  used  for  the  Borough  of  Brooklyn  from  those  for  the 
other  boroughs.  The  error  involved,  due  to  ihe  uncertainties 
in  the  terms  of  these  bonds,  is  very  small,  and  would  not  affect 
the  cost  of  water  per  million  gallons  by  more  than  a  few 
cents. 

It  will  be  seen  from  a  comparison  of  Tables  21  and  22, 
that  the  actual  cost  of  the  supply  is  now  about  $10  i)er  million 
gallons  less  than  would  be  the  theoretical  cost,  based  on  the 
total  cost  for  works  with  an  assumed  life  for  the  various  por- 
tions of  the  plant.  This  is  mainly  due  to  the  redemi)tion  of 
some  bonds,  amounting  to  about  S13. 1*^,500,  issued  to  cover 
the  cost  of  the  original  works  and  the  subsecjuent  extensions. 
The  redemption  of  these'  bonds  materially  reduces  the  interest 
and  sinking  fund  charges,  and  the  actual  cost  is  not  com- 
parable witli  the  estimated  cost  of  water  from  new  sinu'ces 
of  su])ply. 


SHEET  51 


SHEET  57 


I 


TABLE  24 

Pumping  Experiments  on  Stovepipe  Wells  1,  2  and  3,  at  Babylon   Experiment  Station, 
November  I  to  December  31,  1907 

West  Islip,  Long  Island,  from 

Lowering  Lowebino 
°'w^m°'  Water 

0  INCHES         Loss  OF                                                    6  INCHES         LoSS  OF 
Datr               Duration       Actuai                         ^t  Cl  ^^''^   ^"^'^                                                  O-osR  of  respond?n" 
'mb'ni'    _  —  EXPERIMHNI  Operat?on     b^LivEiTv    ^Corrected  ^Delwery"     Ti»jE  o"?      Delivery    ^Corrected  ^D^liJ'erv''     JiIieo'p  Dm. 

LOWERINO 
"'water   "  ^ 

Days  Hours  Day»  Hours     Gallons'        Table        of  Well                        Gallons         Table         op  Well                        Gallons        '  Table        of  Well  Expcriuent 
Per  Day         Feet            Feet      Days  Hours     Per  Day          Feet             Feet       Days  Hours    PER  Day           Feet            Feet  Gallons 

....  Dec 

22  Dec 
16  Dec 
18  Dec 

13        El         IX     »       21 K      886.170           1.99               5.1            8        8M      575.200           10.5J              7.1«          7       12H      372.480           3.90              5.45  11.745 
22        1       23H      i       is         408.436           7.21               o'.i            1      lOH    1.030,290           11.7«              8.4>          i         4         523.400           6.00               8.9  3.362 

0      17         4       16       17H      989,000          7.61               8.6                                                                     ...           16       20         726.100           6.10              10.5  28.791 

18        2         3M                                                               ....            2        m    1.014.150         10.78               .5.72                                                   ,   .                ...  2.171 

28      10       11       10        OX      827,690           6.56               7.1            9       18M      877.030         12.24               5.93         10        41.'      710.460           6.07               9.4  24.300 

700 
350 

2,323.000 

4 


SHEET  55 


I 

til  ^ 

to 

^1 


to  6 


(X)    '5-    fvj  O 


^        <v  6  ®  S 


1 


I 


C  X) 


1 


S2    iS    S    2:!    "-^  0 


SHEET  56 


SHEET  61 


307 


APPEXDIX  5 

DESIGN  OF  WELL  SYSTEM 

BY   WALTER   E.   SPEAR,   DIVISION  ENGINEER 

The  California  stovepipe  well  gave  early  promise  of  being 
the  type  best  adapted  for  the  proposed  development  of  the 
Suffolk  County  ground-waters  by  means  of  a  continuous  line 
of  wells.  Accordingly^  plans  were  made  at  the  inception  of 
the  Long  Island  investigations  to  drive  wells  of  this  kind,  and 
to  pump  them  experimentally  in  order  to  determine  the  proper 
size,  depth  and  spacing  for  local  conditions.  It  was  not  antici- 
pated that  these  experiments  could  be  made  on  a  scale  suffi- 
ciently large  to  definitely  learn  from  them  the  yield  of  the 
Suffolk  County  watershed ;  the  operation  of  the  Ridgewood 
works  in  western  Long  Island  provided  enough  data  to  esti- 
mate this.  It  was  expected,  however,  that  these  experiments 
would  give  the  necessary  information  by  which  to  design  the 
wells  for  the  final  devel()]:)ment,  slmuld  the  stovepipe  well  prove 
satisfactory. 

J^XIM' RLMl-XTS  OX  ST()\'EPII'E  WELLS 
Descrii'tiox  of  W'eij.s  and  Driving  Rir, 

Early  in  1907  permission  was  secured  to  occuj)y  private 
lands  in  West  Isli]),  not  far  fr(jm  the  (lei)artmcnt  office  at 
Babylon,  and  on  assembling  the  stovepipe  well  rig  that  was  built 
for  the  stovepipe  well  ex])eriments,  three  wells,  12,  14  and  16 
inches  in  diameter  resi)ectively,  were  driven,  500  feet  apart, 
on  an  east  and  west  line  as  nearly  as  possible  where  the  final 
line  of  the  proposed  collecting  works  would  be  located.  The 
first.  Well  1.  14  inches  in  diameter,  was  pushed  to  a  depth  of 
812  feet;  but  as  no  water  bearing  strata  were  found  below  100 
feet,  the  other  wells,  2  and  3.  12  and  16  inches  in  diameter, 
respectively,  were  made  only  about  200  feet  in  depth. 

These  wells  are  double  casings  of  the  common  riveted  type, 
and  most  of  the  material  first  used  came  from  Los  Angeles, 
where  portions  of  the  driving  rig  were  also  purchased.  These 
casings  are  made  in  sections  or  ''joints  "  as  they  are  called,  24 
inclies  in  length,  of  hard  red  steel,  each  joint  having  16  soft 
iron  rivets  in  the  longitudinal  seam.  The  outer  and  iinier 
joints  fit  together  tightly,  and  the  enrls  of  the  joints  of  either 


308 


APPEXDIX  5 


line  butt  in  the  center  of  the  joints  of  the  other  without  any 
round-about  rivets  above  the  first  17  feet  of  the  well.  The  first 
section  of  this  length,  the  starter,  which  is  made  rigid  by  many 
additional  rivets  in  order  that  the  well  may  go  down  vertically, 
is  equipped  at  the  bottom  with  a  forged  steel  cutting  shoe. 

One  inner  and  one  outer  joint  are  added  at  one  time  to 
the  well  as  it  is  pushed  down  by  hydraulic  jacks,  which  are 
anchored  to  a  plank  and  timber  platform  buried  about  10  feet 
below  the  surface  about  the  well.  The  material  penetrated  by 
the  casing  is  removed  by  means  of  a  heavy  sand  bucket  oper- 
ated by  the  peculiar  walking-beam  rig  originally  designed  in 
California  to  drive  the  stovepipe  casing.  The  rig  built  by  the 
Board  for  this  work  is  shown  on  Plate  14,  in  which  may  also 
be  seen  the  sand  bucket,  the  drive  head,  and  the  casing  at 
Well  2,  A\'est  Islip. 

After  being  driven,  the  casings  of  these  three  wells  at  the 
experiment  station  were  perforated  for  a  portion  of  their  length 
to  admit  the  ground-water  from  the  coarser  strata  of  the  yellow 
gravels.  The  character  of  the  yellow  gravels  encountered  in 
these  wells  and  the  de])th  of  the  strata  perforated,  are  shown  in 
Table  23. 

After  eacli  well  was  perforated,  the  coarser  material  tliat 
came  through  the  cuts  was  taken  out  with  the  sand  bucket, 
and  then  an  air-lift  system  was  installed,  and  the  well  pumped 
for  several  days  until  all  the  fine  sand  had  been  removed  from 
the  strata  near  the  perforated  portion  of  the  casing.  The 
gravel  left  about  the  cuts  l)v  the  removal  of  the  sand  formed 
a  filter  that  afterwards  served  to  collect  the  ground-water  and 
exclude  the  sand.  .Screened  gravel  was  placed  about  each  casing 
during  this  ])rcliniinar\'  pumping  to  CDver  and  make  a  filter 
about  the  upper  cuts  in  the  casing  that  were  exposed  to  line 
material  1)\  the  kittling  away  of  the  coarse  graxel  that  orig- 
inally la\'  about  these  upi)er  ])er forations. 

Imji'I  I'OK  1  *r  .M  iM  Nc  1 '.x  i'i:ri m ents 

'I1ie  air  for  the  pumping  system  was  delivered  to  these 
WflK  llrniigh  a  .vincli  line  by  an  I ngersoll-.Sargeant  10-incli 
by  12'/4-ini-li  1)\-  14  i-(  >nipre>sor.  purchased  by  tlu'  T.oard, 

and  another,  a  Kand  IS-inrh  1)\-  IS-inrli  by  30-inch  inacliine, 
hired  i»n  a  niMiithK-  rt-nlal  t'<»r  the  pumping  experiments.  To- 
gether thcsi'  mat-liini-s  had  a  rapai-it\  nf  abnut  700  rnbie  teet 
of  free  air  per  minute.    Slean:  for  thesi-  e(  )inpre>sors  w  as  tin-- 


PLATE  14 


stovepipe  well  riu,  at  Well  2.  West  I  slip. 


309 


TABLE  23 


CHARACTER  OF  STRATA  AND  DEPTH  OF  PERFORATIONS 
\A/est         IN   WELLS   AT  BABYLON  EXPERIMENT       STATION  East 

Well  No. 

No.  1 

No.  3 

No.  2 

D  i  a  m  e  te  r 

14  i  n  ch  e  ■=> 

16  i  nc  l^>eb 

12  i  n  c  he  s 

Notes 

Surface  of  ^ 

1) 

0 

<o 

1 

(J  o 
a>  N 

1  5 

II 

lb 

^  N 

II 

^1 

G  rou  nd 

 5  - 

1 

0  35 

2-  t 

2 

0-3? 
0-31 

30 
A  8 

' 

043 

0- 

3  7 
51 

Ground 

2 

047 

^0P3~^ 
0  51 

4  7 

3 
4 

-055- 
066 

—4  2  — 
2  5 

3 
5  A 

0  59 
0-60 
045 

6  6 
4  7 
2-4 

-Wafer  "10  ■ 
 15  - 

3 

39-7 
21-6 

11-5 
13.9 

5B 

10-5 
1  35 

-^0-33- 

2-7 
12  2 

— 1  8— 

4 

2  00 

6,7 

1.30 

-4 

7 

-20- 
 25- 

9,9 

17.9 
6  '5 

1  80 

m 

-D-54- 
0  32 
Q-?i7 

5  3 

a? 

12  3 

5 

1  o 

200 
-0  50- 
062 
051 

10 

0  66 

232 

1 1 

12 

-38  0- 
322 
25  5 

II 
12 

4  8 — 
16 
24 

-■V.- 

■V. 

lb 

13 

13 

7 

14 

060 
042 
-0-47- 
0  52 
037 

30-8 
2-4 
-5  9- 
326 
35  1 

i 

14 

0-37 
0  34 

rt-40 

4  0 

16 

1  .q 

i  ^ 

15 

1 5 

 -%  30  - 

o  %> 
Oe£7  V 

0  29 

1  7 

o 

16 
\? 

1 7 

0-32 
-0  28- 
-0  30- 

0-29 

1  6 

-|  8  

-d 

18 

 ^  40  - 

 45  ■ 

J;  50- 

19 

0  36 
0  42 
-0  3?- 
0  35 
0  35 

2  1 

a- 1 

18 

8 

20 

-0  33- 

£1 
22 

2  5 
26 
20 

< 

19 

17 
1-7 

_> 

23 

20 

— 18  — 

24 

0-34 
-  0  33- 
0  29 
0  35 

2  2 
—  19  

21 

22 

0  29 
0  32 

17 
2  2 

25 
26 

19 
19 

23 

0  30 

0  28 
0-36- 
0  25 

-030- 
0  22 

-0  26- 
0  23 
0-23 

2  5 

1  y 

-2  2  — 
1-7 

2^ 

24 

 o  60- 

9 

028 

SO 

28 
 ^  ^  

0  26 
0-29 
-0  32- 
023 
026 

/a 

18 

26 
27 

10 

-0  36- 

—  14  — 

30 
31 

-  15  — 1 
18 
16 

-16  — 

16 
-16  - 

1-8 

18 

32 

28 

 ^  65. 

33 
34 

0  27 
0  28 
-0  26- 
0  34 
0  24 

18 
1  5 

29 
S6 
31 

 75- 

1 1 

0  35 

1-5 

35 
36 

15  — 1 
1-3 

IT 

32 

0  26 
0-20 

16 

2  0 

37 

33 

  80  ■ 

l£ 

0  31 

15 

38 
39 
40 

0  23 
0  22 
-0  26- 
0  27 
0  27^ 

1  8 
1-7 
-16  — 

34 

35 

0  19 
015 

20 
21 

 65  - 

13 

0-36 

22 

41 
42 

1  5 
_L5 

36 
37 

0  22 
019 
-0  18  - 
0  60 

-2  9- 

18 
1  9 
-20  — 
16-3 

-7-6  — 

~& 

<u 

■K  

  90  - 

% 

0-35 
0  37 
-057- 
0-65 
0  37 

19  1 
254 

-25-4  - 
40  0 
24 

X 
V, 

a., 

36 
39/»y5 

14 

1  5 

44 

40 

 95  - 

039 

23  1 

*) 

45 
46 
47 

41 

  100  - 

1-30 
2  20 

13  6 

V 

46 

0-31 
0  27 
-0  32- 

1-5 
15 

f.  r  ,  /  / 

han  

49 

50 

—  15  — 

Totol  r-tpth  c 

BlQcKC  luu 

102  feet 

lis  fee+ 

91  feet 

0  44  m  m 

0  -4  9  m.m. 

0  6  3  m.  m 

O.W.S.  417 


310 


APPEXDIX  5 


nished  by  two  80-J:l.  1\  horizontal  Xagie  boilers,  the  property 
of  the  Board,  which  were  housed  with  the  compressors  in  a 
temporary  station  near  Well  1.  An  idea  of  this  power-station, 
the  weirs,  flumes  and  the  air  equipment  at  the  wells  may  be 
gained  from  Plates  15  to  IS,  inclusive. 

On  the  completion  of  the  wells,  and  the  installation  of  the 
pumpino-  system,  a  sharp-crested  weir  with  an  atitographic 
recording-  s^a^e  was  set  up  at  each  to  measure  the  pumpai^e, 
and  connections  were  made  to  a  long-,  wooden  ilume  that  dis- 
charged all  the  water  jnunped  into  a  brook  3.000  feet  south  of 
the  station,  beyond  the  inflection  of  the  water-table  toward  the 
wells.  The  casing  of  the  air-lift  system  was  adjusted  in  the 
wells  to  secure  a  reasonable  efficiency  for  the  air  lift,  and  after 
some  preliminary  tests,  experiments  were  begun  on  November 
1.  and  carried  on  until  December  28.  1907. 

The  plant  was  run  continuously  during  this  time  on  three 
shifts  of  eight  hours  each,  except  for  short  interruptic^ns  for 
chang^es  and  repairs,  and  a  week  lost  in  December  because  of 
a  shortage  in  coal.  Xo  illusion  was  entertained  regarding-  tlie 
efficiency  of  the  air-lift  system;  one  of  the  most  serious  i^rob- 
lems  during  the  experiments  was  to  kee])  the  ])lant  suj^plied  with 
coal,  of  which  six  or  seven  tons  were  burned  daily,  when  run- 
ning at  full  capacity,  'idie  air-lift  system  was  adopted  for  these 
])umping  tests  bccau-^e  it  was  the  cheapest  to  install  and  it  was 
necessary,  at  first,  in  cleaning  u])  the  filters  ':)f  the  wells. 

Dksckiitiox  oi-  rr  .Mi'ixc.  1\.\  im:ri  m i:\ts 

Ihv  tliree  wells  were  j)n]npcd  singly,  in  groups  of  two.  and 
then  altogether  to  determine  the  interference  of  one  well  with 
another,  in  order  to  ascertain  the  elTect  of  the  pumping  on 
the  ground-water  >urface.  lOl  2-inch  test-wells  were  driven 
about  the  stovepipe  wells  within  a  radius  of  2.(K)()  to  o.OOO 
feet  and  levellcl  up;in  for  daily  observations  of  the  bight  of 
the  ground-water  surface. 

Six  serie->  of  i-.\])eri:nents  were  made  during  the  two  months 
in  wiiich  the  experiment  stati<in  wa^  in  operation.  The  resulls 
of  the  experiiiH-nts  are  suniinari/.ed  in  Table  24  following,  and 
the  main  facts  are  >hown  grai)hicall\'  on  Sheet  (A,  Aee.  L.  f)0/. 

The  last  lln-ee  scries  of  experiments.  4.  5  and  (),  have  been 
worked  up  in  gri'ater  di-tail.  and  are  exhibited  (.n  Sheets  ()? 
to  Aces.  I..  .>.U  to  I.  33S.  inclusive,  and  on  Shec-N  ()1.  ()2 
and         \c.  s.  .-.-S<).  and  .^.=^SS. 


PLATE  15 


PLATE  16 


J 


PLATE  17 


PLATE  18 


Pumping  Experiments  on  Stovepipe  Wells  1, 

NOVEMBE 


Well  1,  14  Inches  in  Diameter 


Experi- 
ment 


Date 
1907 


Prom 


To 


Total 
Duration 

OK 

Experiment 


Actual 
Time  of 
Operation 


Days  Hours  Days  Hours 


Avekagk 
Delivery 
During 
This  Time 
Oallons 
Per  Day 


Lowering 
OF  Ground- 
Water 

G  inches 
From  Well 
at  Close  ok 


Loss  of 
Head  Cor- 
responding 
Experiment  to  Average 
Corrected  Delivery 


FOR  Change 
IN  Water- 
Table 
Feet 


OK  Well 
IN  Wall 
OF  Well 
Feet 


T 
Op 


Dayi 


Nov.  4 

Nov.  13 

9 

0 

21K 

865.170 

1.99 

5.1 

Nov.  13 

Nov.  20 

0 

Nov.  20 

Nov.  22 

1 

is 

468.430 

7.21 

'  6.1 

Nov.  22 

Dec.  9 

17 

4 

16 

17H 

989.660 

7.51 

8.5 

Dec.  16 

Dec.  IS 

3f$ 

Dec.  18 

Dec.  28 

10 

11 

io 

OH 

827.690 

6.56 

'  V.i 

*At  this  time  the  2-inch  test-well  6  inches  from  casing  was  choked.  Observations  wore  mndr  in  2-|jli(e, 
these  two  wells  under  similar  conditions  at  other  times 


TABLE  24 


U  AND  3,  AT  Babylon  Experiment 
BEil  TO  December  31.  1907 


Station,  West  Islip,  Long  Island,  from 


'   Well  3,  16  Inches  in  Diameter 


Well  2,  12  Inches  in  Diameter 


Lowering 

Lowering 

OF  Ground- 

OF  Ground- 

Water 

Water 

6  Inches 

Loss  OF 

6  Inches 

Loss  OF 

Total 

From  Well 

Head  Cor- 

From  Well 

Head  Cor- 

Average 

at  Close  ok 

RESPONDINt; 

at  Close  of 

responding 

Pumping 

AdlAL 

Average 

Experiment 

TO  Average 

Actual 

Average 

Experiment 

TO  Average 

Total 

OF  Station 

Ti: 

OF 

Delivery 

Corrected 

Delivery 

Time  of 

Delivery 

Corrected 

Delivery 

PUMPAGE 

During 

JP^TION 

During 

FOR  Change 

OF  Well 

Operation 

During 

for  Change 

OF  Well 

OF  Station 

Entire 

This  Time 

IN  Water- 

IN  Wall 

This  Time 

in  Water- 

in  Wall 

During  ] 

SXPERIMENT 

Gallons 

Table 

OF  Well 

Gallons 

Table 

OF  Well 

Experiment 

Gallons 

H 

lours 

Per  Day 

Feet 

Feet 

Days  Hours 

Per  Day 

Feet 

Feet 

Gallons 

Per  Day 

8 

975.200 

10.5* 

7.1* 

7  12H 

372.480 

3.99 

5.45 

11.745.400 

1.297.000 

7 

0 

1.113,690 

12.0* 

8.5* 

7,795,850 

1,113.700 

1 

20H 

1.036,290 

11.7* 

8.4* 

1  4 

523,460 

5.06 

'  8.9 

3,362,700 

1,700,000 

16  20 

726,160 

6.10 

10.5 

28.791,950 

1.676,900 

2 

1,014,150 

10.78 

5.72 

2,171.950 

1.012.100 

9 

877,030 

12.24 

5.93 

io  '4H 

710,460 

6.07 

'  9.4 

24,300,230 

2.323,000 

}-ifi  test-well  20  feet  away.      These  values  shown  are  worked  up  from  curve  of  relative  lowering  of  ground-water  existing  between 


I 


I 


I 

I 


DESIGN   OF    WELL  SYSTEM 


311 


Relative  Pressure  ix  Grouxd-\\\\ter  at  A'arious  Depths 

Tlie  2-inch  test-wells  driven  to  map  the  surface  of  the 
ground- water  during  these  experiments  just  described,  wxre 
from  40  to  50  feet  in  depth;  a  few  near  the  stovepipe  wells 
were  somewhat  deeper.  These  wells  had  open  ends  without 
screen  sections  and  the  hight  of  water  in  them  represented  the 
ground-water  head  or  pressure  in  the  sands  at  the  bottom  of 
the  well. 

The  restilts  of  the  first  six  series  of  experiments  suggested 
that  perhaps  the  pressure  gradients  in  all  the  yellow  sands  and 
gravels  were  not  coincident,  during  the  experiments,  with  the 
slopes  of  the  surface  of  saturation  or  surface  pressure  gradi- 
ents that  had  been  so  carefully  mapped  by  means  of  these  test- 
wells.  Accordingly,  a  group  of  four  test-wells  was  put  in  at 
a  point  64  feet  north  of  Stovepipe  Well  1.  at  depths  of  35,  56, 
80  and  93  feet  respectively,  and  the  hight  of  water  in  them 
observed  during  the  ])um])ing  of  this  stovepipe  well  on  May 
14,  V )()>•. 

The  results  of  ilicsc  ground-water  observations,  of  Ex- 
])eriment  7,  are  shown  gra])hicall\-  on  Sheet  5S.  Acc.  L  679  and 
Sheet  ~?').  Acc.  L  680.  The  test-wells  35  and  93  feet  in  depth 
were  in  the  coarser  material  in  which  W  ell  1  was  perforated 
and  the\'  responded  c|uickl\-  when  ])umping  began.  The  test- 
\\ell>  56  and  80  feet  deej)  were  in  the  finer  strata  between  the 
ui)per  and  lower  perforated  sections  of  the  large  well,  and  the 
lowering  of  the  water  in  tliem,  which  re])rcscnted  the  ground- 
water ])res>ure  at  these  de])ths,  lagged  six  inches  or  more  behind 
the  other  \\ell>  during  the  first  few  h(jurs.  At  the  end  of  the 
da\  ">  ])um])ing,  the  test-wells  indicated  that  the  groimd-water 
was  about  three  inches  lower  in  tho>e  >trata  opi)osite  the  ])er- 
forations  than  in  the  finer  >and>  and  gravel  between  them. 
There  was  evidently  abotit  three  inches  greater  loss  of  head 
in  the  water  flowing  t"rom  the  intermediate  strata  to  the  well 
than  in  the  strata  that  were  ])erforate(l.  The  pressure  in  the 
deep  gravels  was  nearly  coincident  with  the  surface  of  the 
ground-water  as  shown  by  the  shalhiw  well. 

The  bight  of  ground-water  in  all  the  wells  was  practi- 
callx'  the  same  before  ])timping.  and  the  results  of  the  subse- 
f)uent  o1)ser\'ations  indicated  that  the  slopes  of  the  ground- 
water approaching  the  wells  that  were  determined  during  the 
previous  six  ex])criments  represented  the  pressure  gradients 
in  all  the  \  ellow  water  l)earing  strata  without  sensil)le  error. 


SHEET  38 


Perforated 


CL 


□ 
z 

O 

h  (T 

z  o 
u 

5  _ 

Q. 


^  _l  o 
^   J  O) 

UJ 
^  L. 

rr  o  I 

O 

< 
> 

< 


c\i  CM 

f /e^afio n  of  ^ ro u nd  Wafer 


B  Dafum 


S  i  ^  ^  V. 
0.$  k  ^  ^  ^  i 

<4)  kp)  5^  ^  <ii 

I:!  ^^^^ 
>^    ^      ^  <ij 

^  ^  ,  . 

^  §  ^  ^ 

Q  ^  cb  <o 


SHEET  59 


Total  discharge  of Sfot/e-p/pe      r.w.soe  J*  t.w.sis 

Well  NoJ  for  6 hrs.  pumping-  %  ^s-ss 

585,000  gallons  Vstl  ^^^^ 
f?afe  of  d ischorge  during 
p  um  ping -IJSOJjiOO  gal  perday 

 .»25-0   


o   ,  o 

246^   


23-90 
^3  89 


T.W500   

/  T.W  4-51,7  \M.'4-a6UQ^ 


O 

2^77 
Z^-70 


O 


T.WA6Z 

( 

24-81 
Z4  8I 


23-83  t)-  ^Je^' 

o 

\     2367  I 

'v    2284  ! 


r.\/VA4A  . 
O  Z4.IS- 
V¥^28^^4^2 

24OS^P4.-06   24<7 


.rWA39 
2408 
24^03 
TWA47 
O 


r  1^4-4/ ' 
2397 
2J30 


T.W.4'42 

o 
2sei 


T.W.4-36 
O 

^  2329 
O%0"Z3  07-  


TWA6e 

o 

2337 
Z3  18 


TyVA'45  "^^'^57 

O 
2344 
Z3  39 


23-44- 
23-41 


The  raise  in  ground  \/{^afer  ^oufln  \/iresto  f 
^  to  ire- pipe  Well  No  I  caused  by  leakage  from 
flume  running  bock  mfo  ground. 

r  ^  i^/    1       ^        J  ,  TW.4.71  TW.559 

oround  Water  Coniours  shown     o  pO.^ 

City  of  New  York 
BOARD  OF  WATER  SUPPLY 

PUMPING  OF  STOVE-PIPE  WELLS 

EXPERIMENT  NO?  WELLNO  I (l+in dia ) 


thus:  before  pumping 

offer  pumping 
6  to  ve  -pipe  t^ells 


2  in  test  i^ells  o 


Group  of  IV ells  used  tor 
d eterm  motion  at  ground 
water  pres3  ure  s  al  different 
depths  shoi/\/n  thus-  « 
First  line  of  figures  under 
test  wells  indicates  ground 
water  ele  motions  before  pumping 

Second  line, after  pumping  ohrs. 

1, 1,'  u  •)■•■> 


LOWERING  OF  GROUND  WATER  IN 

VI  CINITY  OF  WELL 
^  °  200ft. 
MAY  14,1908 

/^cc.L  660 


314 


Apriisnix  5 


DlSL  l  SSK  ).\    ( )l-    K1-:SI  LTS 
Spacini;  of  W  kli.s 

Jt  appears  from  the  cxpcriiiK-iUs,  Scries  1  lo  0,  thai  Wells 
1  and  2.  which  arc  l.(X)0  feel  ajjarl.  did  noi  interfere  niatcrially 
with  each  uther.  W  hen  all  three  \\ell>  were  in  ()i)cralion. 
h(j\vcvcr,  the  (lischar<;e  of  the  middle  well.  3,  was  evidenll\- 
reduced  from  20  to  25  per  cent,  hclow  the  yield  that  was  oh- 
taincd  when  lacing  pumped  alone  to  the  same  deplh.  That  i>. 
with  the  strata  cxistin";-  at  this  station,  there  would  l)c  thi> 
amount  of  interference  hetween  the  units  of  a  coiuimious 
line  of  wells  spaced  5U0  feet  ai)art. 

Some  interference,  perhaps  10  or  15  per  cent..  i>  necessary 
between  wells  spaced  a>  in  these  experiments,  alon^"  a  line  at 
right  angles  to  the  ground-water  moxement  in  order  that  the 
entire  How  may  l)c  intercepted.  The  wells  should  not,  how- 
ex'cr.  he  ])laced  an\-  nerj-er  logelher  tlian  is  nccosary  to  cllect 
this  result.  1)\  a  moderate  lowering  of  the  water-table.  The 
inl]ecti(jn  of  the  ground-water  surface  midwax  l)ctwecn  two 
wells  is  the  surot  index  of  c.\i->tence  of  an\  loss  of  water 
between  tliem.  Kcferi-ing  lo  ."^hecl  Acc.  L  o.->5.  h'x-periment 
4  on  Well-  1  and  2.  which  arc  1.000  feet  a])art.  the 
tran>\cr>e  -t'ction  through  Well  3.  which  wa-  uoi  being 
l)Uinpt'd.  and  which  i>  half-\\a\-  bclwecn  Well-  1  and  2.  >hows 
that  the  water  surface  below  or  south  of  this  well.  v\  sloped 
slightK-  toward  the  cones  of  dcpressidn.  The  slope  was.  how- 
ever, small,  and  il  is  barely  ])os->ibU'  that  ihc  ])i-cssiire  lines  in 
s(_)me  stratum  liner  than  that  penetrated  by  the  test-wclls  was 
not  equally  (le])ressed  and  ])erhaps  some  llow  to  the  south  took 
place.     A  greater  lowering  of  the  water  in  1   and  2. 

would  surel\  haw  prexentcd  an\-  loss  between  these  wells,  bnt 
it  would  aj)pear  to  be  bettci-  prat'tice.  uncU'r  the  local  geo- 
logical conditions,  to  place  the  wells  somewhat  nean-r  together 
than  1.000  feel. 

The  results  of  tlu-  last  i'\pc-riment .  (\  w  hich  are  exhibited 
on  Sheets  OS  and  ^»''.  \ci-s.  I.  .vv  and  L  .v^S.  and  Sheet  <>5. 
Acc.  55SS.  indicate  that  a  sp.icing  of  500  feet  is  unueci'ss;u"il>" 
small  in  the  material  in  which  wills  are  drixen.  I'A'!- 

denlK  a  sp;u-ing  inteiinediate  between  500  and  1.000  Ici't. 
l)erhaps  700  feet,  wonld  answer  at  this  location.  The  proper 
distance  betwcin  sni'b  wills  wonld  \ary  along  the  line  ol  the 
collecting  works  with  the  dc-pdi  and  coarseness  of  the  water 


DflSIGX  OF  WIILL  SYSTliM 


315 


bearing  strata,  and  llic  area  and  ])r()l)al)k'  of  the  tribu- 

tary watershed.  In  Init  few  locaHlies  would  it  ])robal)l)-  l)e 
safe  to  space  these  large  wells  over  1.000  feet,  and  it  seems 
unlikely  that  it  would  be  necessar}'.  e\en  where  the  material 
i^  tine,  or  in  the  valle\'s  where  the  groinid-waters  from  the 
upland  are  concentrated,  to  place  these  wells  nuich  nearer  to- 
gether than  500  feet. 

Size  of  Wells  and  Ij:.\(iTii  oi"  Screex  Sectiox 

One  important  conclusic^n  to  be  drawn  from  these  ex- 
periments on  the  stovepipe  wells  is  that  the  losses  of  head 
through  the  wall  (jf  the  wells  and  the  gra\'el  filters  out->idv. 
were  too  great  and  should  be  reduced  in  the  wells  of  the  tinal 
dex'elopment.  This  lo.^s  of  head  varied  in  these  experiments 
with  the  diameter  of  the  casing,  and  the  yield  of  the  well,  as 
shown  on  Sheet  60,  Acc.  L  047.  It  was  also  affected  by 
the  length  of  ])erforate(l  section;  for  example,  the  losses 
of  head  in  W  ell  1.  were  comparatively  small  l)ecatLse  the  length 
of  perforation,  or  the  -creen  section  i^  greater  in  this  well 
tlian  in  the  other  two.  The  hjsses  in  Well  1  were  large  because 
of  the  small  depth  of  perf(^ratecl  sectiou.  and  because  the 
material  >urrounding  it  is  somewhat  liuei-  than  about  the  other 
two  wells.  The  losses  c()rresponding  to  a  uniform  draft  of 
1.000,000  gallons  ])cr  day  may  be  estimated  from  this  diagram 
for  each  size  of  well  as  follow^: 


Size  of  Well 

Loss  OF  Head 

Inside 

in  Well 

Diameter 

OK  Casing 

2   

13  feet 
8  " 
6.2  " 

1   

3   

  16  " 

It  apj)ear>  that  the  losses  of  entrance  to  the  12-inch  well 
occurred  ff)r  the  most  i)arl,  in  the  tiltc-r  about  the  casing,  be- 
catisc  the  losses  were  directly  proportional  to  the  velocity  or 
to  the  discharge;  whereas,  a  larger  pro])ortion  of  the  losses  for 
the  larger  yields  in  WelK  I  and  .\  which  were  surrounded  b\- 
coarse  gravel,  evidently  took  place  in  the  ])er foratiou<  of  the 
casing  where  the  flow  would  corresj)on(l  more  nearlv  to  the 
discharge  through  orifices,  and  the  loss  would  vary  with  the 
sfjuare  of  the  velocity.  The  results  show  that  there  sIkjuUI 
have  been  more  i)erforations  in  the  casings  of  Wells  1  and  3. 


SHEET  60 


Loss  of  head  in  feet 


Loss  of  head  in  fee f 


DESIGX  OF  WELL  SYSTEM 


317 


The  loss  of  head  in  even  the  16-inch  well,  corresponding 
to  a  discharge  of  1,000,000  gallons  per  day,  was  6.2  feet,  or 
about  20  per  cent,  of  the  total  lift  during  the  experiment,  and 
this  would  not  be  far  from  25  per  cent,  of  the  lift  into  the 
proposed  full  aqueduct  at  this  point.  The  additional  lift  occa- 
sioned by  their  loss  would  represent  a  constant  and  unneces- 
sary expense  in  the  operation  of  the  proposed  works,  and 
means  should  be  taken  to  avoid  it.  The  loss  of  head  in  the 
wall  of  a  well  is  often  overlooked  in  operating  ground-water 
works.  The  normal  losses  of  head  in  the  casings  of  the  wells 
on  the  Ridgewood  system  is  from  6  to  8  feet,  and  in- 
creases to  12  feet  and  more  when  the  screens  of  the  wells  be- 
come clogged.  One  of  the  causes  of  this  clogging  of  the 
screens  is  believed  to  be  the  large  unit  yields  and  the  resulting 
high  velocities  of  approach  to  the  wells.  This  has  been 
avoided  in  some  of  the  ground-water  plants  abroad.  (See 
Table  13.  )  The  loss  in  entrance  to  the  Tilburg  wells  is  only 
one  to  two  feet. 

While  the  danger  of  clogging  the  stovepipe  wells  would 
be  small  because  of  the  large  perforations,  it  would  be  unwise 
to  create  velocities  outside  these  wells  that  might  continually 
draw  in  the  fine  sand  and  eventually  destroy  any  pump  that 
might  be  used.  The  probable  velocity  in  the  gross  area  of  the 
gravels  about  the  16-inch  stovepipe  well  during  the  above  ex- 
periments, for  a  yield  of  1,000,000  gallons  daily,  was  about  800 
feet  per  day.  The  actual  velocities  in  the  pore  spaces  of  the 
gravel  were,  of  course,  greater  than  these  figures.  This  greatly 
exceeds  the  ordinary  rate  of  mechanical  filtration,  which  ranges 
from  300  to  400  feet  per  day. 

In  order  to  keep  down  the  velocities  and  minimize  the 
losses  of  head,  larger  stovepipe  wells  should  be  adopted  tban 
those  chosen  for  these  experiments,  and  a  larger  proportion 
of  the  casing  should  be  perforated,  if  the  volume  of  1,000,000 
gallons  each  were  to  be  drawn  daily.  The  velocity  of  entrance 
for  a  well  24  inches  in  diameter,  perforated  for  a  length  of 
50  feet  for  this  maximum  yield,  would  be  420  feet  per  day, 
and  the  loss  of  head  in  the  wall  of  the  well  would  be  only 
three  to  four  feet.  Ordinarily,  only  700,000  or  800.000  gallons 
per  day  should  be  drawn  from  these  wells,  and  the  loss  at  en- 
trance would  be  only  two  to  three  feet.  By  improving  the 
perforator  that  has  been  used  on  these  experimental  wells, 
cuts  could  doubtless  be  made  where  the  gravel  is  small  and 


318 


APP2XDIX  5 


scanty,  and  a  greater  length  of  screen  section  secured.  Per- 
colation experiments  show  that  the  sands  containing  too  small 
an  amount  of  gravel  to  permit  of  perforating  with  the  tools 
now  available,  carry  water  quite  as  readily  as  the  material  in 
which  perforations  were  made.  The  problem  is  to  get  the 
water  into  the  well  without  the  sand.  It  would  hardly  be  pos- 
sible, however,  to  perforate  much  over  half  the  depth  of  the 
well,  and  the  largest  well  that  can  be  economically  driven 
should  be  adopted. 

It  would  be  perfectly  feasible  to  drive  stovepipe  wells  24 
inches  in  diameter,  or  perhaps  even  larger,  to  the  bottom  of 
the  yellow  gravels,  100  to  200  feet  below  the  surface,  and 
this  size  is  proposed  for  the  Suffolk  County  works.  The  addi- 
tional cost  of  driving  these  wells  would  not  be  proportionately 
greater  than  the  smaller  wells,  and  the  added  cost  would  be 
more  than  offset  by  the  lower  lifts  and  the  smaller  deprecia- 
tion. 

Another  advantage  in  a  larger  well  than  those  which  have 
been  experimented  upon,  would  be  a  somewhat  greater  free- 
dom from  sand  in  the  water  pumped,  because  even  should  sand 
be  drawn  into  a  well  by  service  pumping,  the  upward  velocity 
would  be  insufficient  to  carry  it  up  to  the  pumj^s  and  it 
would  drop  down  to  the  bottom  to  be  removed  later. 

Depth  of  Wells 
The  pro])()sed  wells  should  be  drix  en  on!)-  through  the  yellow 
gravels  and  stopj^ed  in  a  clay  bed  sufficiently  below  the  deepest 
])erforations  to  allow  of  some  filling  in  at  the  bottom  of  the  well 
without  covering  these  perforations.  A  depth  of  20  to  25  feet 
would  probably  be  enough  if  the  wells  were  ]nimped  deepl> 
and  thoroughly  cleaned  out  in  the  first  place.  Doubtless  once 
a  year  it  would  l)e  necessary  to  visit  each  well  with  a  light 
sand  bucket  and  a  portable  rig  and  nniove  the  accumulations 
of  sanrl  at  the  bottom. 

I^X  I  ENT  OE  IXELrEXCE  oi"  ri'MlMXC 

The  ground-water  maps.  Sheets  ()1.  (>2  and  fo.  Accs.  .-^^S''. 
55'X)  and  .^.^SS,  show  roughly  the  exU-nt  of  influence  of  the 
])umping  in  the  surface  of  the  ground-water  at  the  experiment 
station.  It  appeared  in  lCxi)eriment  that  Well  3  aloiu-  drew 
U])on  the  southerly  moving  ground-water  for  a  width  of  about 
2.000  feet,  when  i)uniping  on  the  average  one  million  gallons 
j)er  day.  which  corresponds  to  a  draft  of  500,000  gallons  per 
(lay  from  each  1.0()()  feet  of  the  line.  W  hen  all  three  wells  were 


DKSIGX  OF  WELL  SYSTEM 


319 


in  operation,  they  apparently  drew  from  a  width  of  Hne  about 
3,800  feet.  The  average  draft  was  2.32  mihion  gallons  per 
day,  which  corresponds  to  a  yield  per  1,000  feet  of  610,000 
gallons  per  day.  The  above  figures  represent  a  very  fair 
estimate  of  the  amount  of  ground-water  flow  at  the  location 
of  the  experiment  station,  where  the  slope  of  the  ground-water 
is  less  than  10  feet  to  the  mile.  Such  figures  should  not,  of 
course,  be  applied  to  the  whole  line  because  the  yield  per  unit 
of  length  would  be  much  greater  in  the  vicinity  of  the  streams. 

Storage  ix  Yellow  Gravels 

Studies  of  the  yield  and  the  volumes  of  the  cones  of  de- 
pression indicate  that  these  yellow  gravels  did  not  yield  more 
than  10  or  15  per  cent,  of  their  total  volume  during  any  ex- 
periment. The  storage  draft  can,  however,  only  be  approxi- 
mated from  these  experiments,  because  of  the  amount  of 
ground-water  added  to  the  surface  of  saturation  by  frequent 
rains.  The  pumping  records  indicate  that  the  delivery  of  the 
three  wells  fell  oft  in  Experiment  6  from  2,800,000  on  Decem- 
ber 1<S,  to  about  2,000,000  on  December  28,  supposing  the 
ground-water  to  be  kept  at  approximately  a  constant  highi 
after  the  first  few  days.  The  difference  represents  the  draft 
on  storage  during  these  11  days,  and  is  estimated  as  a  total 
volume  of  6,000,000  gallons.  The  total  volume  of  the  cones 
of  depression  of  the  surface  of  the  ground-water  is  estimated 
as  55,000,000  gallons,  so  that  they  yielded  hardly  more  than 
10  per  cent,  of  their  volume. 

The  sands  and  gravels  have  a  pore  space  of  30  to  40  per 
cent,  and  experiments  elsewhere  on  soil  physics  indicate  that 
tliey  might  jKx^sibly  yield  in  course  of  months,  30  per  cent,  of 
their  gross  volume.  This  figure  is  probably  high,  however, 
for  ordinary  storage  computations,  because  in  times  of  great 
demand  it  would  not  be  possible  to  wait  for  the  water  bearing 
gravels  to  entirely  drain.  A  delivery  of  the  saturated  strata 
of  20  per  cent,  is  a  much  safer  basis  for  estimates  of  storage 
in  these  yellow  gravels  on  Long  Island. 

The  explanation  of  this  slow  drainage  of  tbe  water  in  the 
partially  saturated  sands  is  to  be  found  in  the  small  velocitv 
of  movement  of  water  in  capillary  spaces.  Some  idea  of  this 
movement  in  partially  saturated  sands  and  gravels  is  seen  in 
Plate  \' T.  Appendix  VTT,  following  page  792  of  the  report  of 
the  P.urr-TTering-Frecman  Commission.  It  was  estimated  from 
thi-;  diagram  that  the  larger  portion  of  the  percolation  from  the 


320 


APPEXDIX  J 


heavier  rains  moving  downward  from  the  surface  travelled  at  a 
rate  of  0.5  foot  to  3  feet  per  day,  the  larger  rate  corresponding 
to  the  greater  percentage  of  moisture  in  the  partially  saturated 
gravels.  Laboratory  experiments  and  observations  elsewhere 
show  that  this  rate  decreases  with  the  dryness  of  the  sands 
to  0.2  or  even  0.1  foot  per  da}',  and  it  seems  most  probable 
that  the  last  of  the  moisture  left  in  the  ground  by  the  lowering 
of  the.  water-table  settled  down  at  a  rate  approaching  these 
figures. 

PROPOSKD   WELL  SYSTE^I 

On  the  basis  of  the  experiments  above  descril)ed,  it  is 
proposed  to  design  the  well  system  as  follows : 


'J\vpe...'  California  stt)ve[)ipe  wells 

Size  24  to  30  inches  in  diameter,  of  hard 

steel  gage  Xo.  12 
l)e])lh  iM-om  100  to  200  feet  or  more,  be- 
ing 20  feet  below  bottom  of 
yellow  gravels 


Length  of  screen  section   1^^-om    40  to  50  feet,  depending  on 


the  depth  and  character  of  the 
gravel  strata 

Spacing  l-'roin  500  to  1.000  feet,  according 

to  character  of  water  bearing 
strata  and  area  or  \ield  of 
watershed  ;  average  about  700 
feet 

Average  \ield  700,000  gallon^  per  day  from  each 

welf 

Maximum  \ield  1.000,000  gallon>    ])cr   da\  from 

each  well 


IJex'ond  (  I'nler  Abiriches.  the  drplh  of  walcT'^hed  i^  >niall. 
and  the  yield  ])er  mile  of  the  c-ollccting  works  would  be  less 
than  in  the  westerly  jMulion  of  the  main  line,  h'or  this  east- 
erl\-  ])ortion.  b)-iiu-li  wells  with  an  axiTage  yield  of  3(K).(KH)  to 
400,(K)()  gallons  per  da\  are  proposed. 

Table  25  show  s  tlu-  depths,  spacing  and  \  ield  of  well- 
:i(l(.pted  in  this  report  for  tlu-  pn-liininary  eslimato  ol  cost. 
The  line  is  divided  into  sections  <.f  thn-e  to  four  miles  each, 
in  which  it  is  proposed  to  o|)c-rale  the  wells  from  cer.lral 
electric  substations,  as  explained  in  the  snb>e(|ut'nt  appi'udices. 


322 


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